Frame-shear Wall Research Articles

Analysis of 2D heat transfer of shear wall thermal bridges influencing on the exterior wall

ABSTRACT Frame-shear wall structures are widely used in high-rise buildings, and their thermal bridges account for a large portion of the entire exterior wall area. The purpose of this study was to investigate heat transfer of shear wall thermal bridge (SWTB) that influences the exterior wall of a building. A typical 3D COMSOL model of the SWTB junction was built, and indices were used to quantify its thermal characteristics of the SWTB junction. The results showed that the peak values and peak width of the heat flux at the interface of the exterior wall and thermal bridge increased with an increase in the thermal resistance of the SWTB. When the thermal resistance of the SWTB (R tb ) is greater than or equal to the thermal resistance of the exterior wall (R w ), the influencing area A i n f no longer increases. In addition, the maximum error of replacing K 2D with K 1D discussed in this paper was 3.56%, which can be neglected in engineering applications in hot summer and cold winter climate zones. Finally, strategies to reduce the heat loss of the SWTB were proposed. The results of this study provide valuable data for engineers to evaluate the thermal characteristics of SWTB in building designs.

Effect of unreinforced masonry infills on seismic performance of reinforced concrete frame‐shear wall buildings

SummaryReinforced concrete (RC) shear wall buildings with unreinforced masonry (URM) infilled moment frames are common in India and neighboring countries. This study assesses the influence of the URM infills on their seismic performance. Fully infilled, open first‐storied, and bare frame versions of a 25‐story shear wall building are considered. Multiple stripe analysis is conducted at five return periods to estimate their performance. Fragility functions for the collapse prevention limit state, which is based on seven engineering demand parameter exceedance thresholds, are generated and compared. The presence of infills (full or partial) is observed to have an overall positive effect on the performance of the RC frame‐shear wall buildings. The performance of the open first‐story building was comparable to that of the fully infilled building. The ratio of story shear carried by the moment frames and shear walls is studied at all return periods to understand the variation in frame shear wall interaction with increased damage for each building. In the case of buildings with infills, the frames carry a higher proportion of story shear at lower return periods. For all three buildings, the fraction of story shear carried by moment frames increases along the height of the building.

Analysis and Application of Double Steel Plate Concrete Composite Shear Wall in the R&D Building of Zhanjiang Bay Laboratory

The R&D Building of Zhanjiang Bay Laboratory is a high-rise structure with multiple irregular items exceeding the specification limit, employing a steel frame-shear wall structural system. The outer frame consists of square steel tube concrete columns and solid-web steel beams, while the core shear wall uses a double steel plate concrete composite shear wall. This paper employs the architectural structural calculation software YJK-EP to perform a dynamic elastic-plastic time-history analysis under rare earthquake action. The shear and bending resistance of the shear wall at the maximum shear force and bending moment are checked to meet the requirements of the “Technical Specifications for Concrete Structures of High-rise Buildings”. The maximum inter-story displacement angle meets the requirements of the “Code for Seismic Design of Buildings”. The double steel plate concrete composite shear wall Wall-1, connected to a large-span and heavy-load transfer truss, was verified under significant seismic action using the ABAQUS software. The results indicate that Wall-1 can meet the design target requirements under major earthquake conditions. Finally, a dynamic nonlinear analysis method was employed using MIDAS-GEN software to study the structure’s anti-progressive collapse performance. The results show that under seven different scenarios, the maximum rotational angle of the remaining structural horizontal members is 2.02°, far less than the limit set by GSA, indicating that a progressive collapse did not occur. In the scenario where the corner column is removed, both the maximum shear and bending moment values for Wall-1 are far below its shear and bending resistance capacities, satisfying the load-bearing requirements. The removal of the corner column has a significant impact on the displacement of the columns on the same level nearby, with the peak displacement change rate reaching 702.65%.

Seismic performance of RC frame-shear wall dual structural systems

The two structural systems named “functional integration structural systems” and “functional separation structural systems” were proposed based on the design concept of energy dissipation. To study the seismic performance of reinforced concrete (RC) frame-shear wall dual structural systems in which shear walls are used for “functional integration” and “functional separation”, quasi-static tests of two single-story and two-span RC frame-shear wall specimens with a scale of 1:3 were carried out, and numerical simulation analysis of two five-story frame-shear wall dual structures based on the conditional mean spectrum-incremental dynamic analysis (CMS-IDA) method was carried out. The shear walls bearing lateral load and a small part of the vertical load are named functional separation structure. When the shear walls bearing both lateral load and vertical load are named as functional integration structure, the seismic performance was investigated in terms of crack initiation and damage, hysteresis performance, stiffness degradation, energy dissipation capacity, ductility of the specimens, and seismic collapse resistance of the whole structure. The studies showed that when the load-bearing function and lateral resistance function of the shear walls were separated, the structure had better ductility, energy dissipation capacity, damage development process, and seismic collapse resistance.

Shaking table test and numerical simulation of a precast frame-shear wall structure with innovative untopped precast concrete floors

An innovative discretely connected precast concrete floor (DCPCF) was presented, in which the adjacent precast concrete hollow or sandwich flat slabs were connected by mechanical connectors embedded in the precast concrete slabs and beams. This paper summarized the seismic performance observed during the shaking table test of a precast frame-shear wall structure adopting DCPCF. A 1/4-scale model of a 4-storey 2-bay single-span frame-shear wall structure was designed and tested on the shaking table to evaluate the dynamic characteristics and seismic responses of building structures adopting DCPCF. In addition, a finite element model, including detailed modeling of beam-column joint and slab joint connections, was established using nonlinear dynamic modeling program. The predictions on the seismic performance using the finite element model agreed well with the test results for the designed frame-shear wall structure. The precast concrete frame-shear wall structure adopting DCPCF had satisfactory seismic performance during the test process. The in-plane deformation of DCPCF was observed under the horizontal earthquakes, and DCPCF could not satisfy the requirements of rigid diaphragm assumption in most cases under design basis seismic intensity. The seismic design method based on semi-rigid floor diaphragm had large error and safety risk in calculating the seismic shear force of building structure adopting DCPCF. Additionally, design suggestions for multi-storey and high-rise building structures using DCPCF were proposed based on the observed seismic responses.

Carbon-saving benefits of various end-of-life strategies for different types of building structures

Against the backdrop of advocating for ultra-low energy consumption buildings both domestically and internationally, much attention has been attracted to energy consumption and carbon emissions at the end-of-life (EoL) stage from the whole life cycle of buildings. Recycling of construction and demolition wastes (C&DW) is an inevitable step in achieving the goals of ultra-low energy consumption and “carbon neutrality.” In this paper, the life cycle assessment (LCA) theory was employed to study the carbon-saving benefits of four different EoL strategies (i.e., recycling, remanufacturing, reuse, and the integrated strategy) for various building structures (including frame, frame shear wall, shear wall, and light steel structures), in which the carbon-saving potential (CSP) was served as the evaluation index. The results show that compared with the traditional demolition and landfill disposal methods, the implementation of integrated management strategies for structural buildings in this study can reduce carbon emissions by 150.7–246.8 kgCO2-e/m2, with the carbon-savings of 11.9–34.8 times the carbon emissions generated by the abandoned landfill. Among the four structures, the light steel structure has the greatest CSP, reaching (73.75–77.24%), followed by the frame shear wall structure (42.67–46.93%), the frame structure (41.19–45.11%), and the shear wall structure (39.00–43.79%). When the building life span is 50 years, all CSPs of the four structural buildings significantly increased, at this point, deconstruction of the building is the most reasonable approach.

Comparison on seismic resilience of hybrid, isolation, and damping control reinforced concrete frame-shear wall buildings

To investigate the effectiveness of different vibration control methods in realizing seismic resilience of reinforced concrete (RC) frame-shear wall structures, four cases with different control methods were designed, including the damping control building using energy dissipation cladding panels (EDCPs) (RCFSW7-D), isolated building (RCFSW7-I), isolated building with enhanced stiffness of superstructure (RCFSW7.5-I), and hybrid control building using both EDCPs and isolation (RCFSW7-H). The critical seismic responses and resilient performance of four cases were analyzed based on the Chinese code. Maximum inter-story drift ratios (MIDRs) of RCFSW7-I, RCFSW7.5-I, and RCFSW7-H under maximum considered earthquake were 36%, 51%, and 72% lower than that of RCFSW7-D, respectively. Although the stiffness of superstructure of RCFSW7.5-I and RCFSW7-H were approximately identical, the MIDR of RCFSW7-H was 44% smaller than that of RCFSW7.5-I. Meanwhile, the maximum absolute floor accelerations (MAFAs) of three isolated structure under MCE were approximately 70% lower than that of RCFSW7-D. The seismic resilience level of RCFSW7-D was Level 1, which is dominated by the damage of structural components (SCs) controlled by MIDR and acceleration-sensitive non-structural components (ASNSCs) controlled by MAFA. The seismic resilience levels of RCFSW7-I and RCFSW7.5-I successfully increased to Level 2, leading by the effectively control of MAFA and damage of ASNSCs. However, the MIDR was not sufficiently controlled even the stiffness of superstructure was increased. In contrast, hybrid control building significantly reduced both the MIDR and MAFA through the currently utilization of seismic isolation and EDCPs, especially the MIDR and damage of SCs, leading to a seismic resilience level of Level 3.

Experimental study and mechanism analysis of out-of-plane seismic performance of reinforced concrete shear walls

Compared with the in-plane seismic performance, the out-of-plane seismic performance of reinforced concrete shear walls is weak and usually neglected, which leads to an inadequate study of the out-of-plane damage mechanism of shear walls and a lack of clear protective measures. In order to compare the similarities and differences in seismic performance of reinforced concrete shear walls when subjected to in-plane and out-of-plane loads in different directions and to clarify the key influencing factors, low cyclic loading tests were carried out on typical shear wall specimens in both in-plane and out-of-plane directions. The moment-curvature simulations of shear wall sections in both in-plane and out-of-plane directions are analyzed. The effects of parameters such as axial pressure ratio, wall thickness, height to width ratio and concrete grade on in-plane and out-of-plane seismic performance were analyzed at the member level in combination with finite element variable parameter analysis; at the structural system level, the time history analysis of 2 frame shear wall structures for single seismic action and main-aftershock sequence is established, and the structural damage is evaluated through the maximum story drift and rotation. The results reveal that the out-of-plane seismic performance of shear walls is significantly weaker than their in-plane seismic performance, with a difference of 1/20∼1/15 times in bearing capacity, where wall thickness and aspect ratio are the main parameters affecting in-plane and out-of-plane seismic performance; when the shear walls in the structure are subjected to seismic action in the out-of-plane direction, their out-of-plane direction will undergo large deformation and damage will occur easily, especially in the Single directional wall with less structure. The out-of-plane nonlinear analysis of the cross-section can be performed more accurately and quickly by using the new principal structure model proposed in this manuscript and some traditional principal structures. In the seismic design of shear walls, both in-plane and out-of-plane seismic performance should be ensured, and the wall thickness and height to width ratio of shear walls should be reasonably controlled.

Design and Analysis of Shear Wall for Fifteen Story Building with Two Different Shapes

Abstract: Shear walls are structural components that give buildings stability against lateral stresses like wind and seismic loads. Shear walls have extremely high stiffness and strength, which provide the building stability. These structural systems consist of connected shear walls, shear wall frames, shear panels, and staggered walls. These structural systems are made of reinforced concrete and reinforced masonry. The goal of the current paper work is to examine several research projects concerned with improving shear walls and their response to lateral stresses. A shear wall in structural engineering is a vertical component of a system created to withstand in-plane lateral forces, which are commonly caused by wind and seismic loads. For soft story high rise structures, which are similar in type to those built in India, shear walls resist the majority of lateral loads in the lower sections of the buildings while the frame sustains the lateral loads in the upper portions of the building. Civil engineering is involved with building different kinds of structures while assuring its functionality, toughness, and safety. The phenomena known as a "earthquake" now has an impact on the structural stability and safety. The type of building, the type of soil, the earthquake resistance technology utilized, and ultimately the location of the building with shear wall all affect how much damage an earthquake will do to buildings. Because an earthquake alters ground motion and causes foundation failure, the impacts of an earthquake strongly rely on the type of soil in which a building's foundation was constructed. Therefore, it is crucial to look at how different soils behave while building structures with shear walls. A diaphragm typically transfers the applied load to the wall. Here in this paper; we will study the structural aspects of one of the tallest RCC building, located in the high seismic zone, with 15 stories

Cold-formed steel framed shear wall test database

Many monotonic and cyclic tests have been conducted on cold-formed steel framed shear walls in the last 20 years. Cold-formed steel framed shear wall provisions in AISI S240, AISI S400, and ASCE 41 are supported by the data obtained through these tests. The main objective of this article is to introduce a recently compiled cold-formed steel framed shear wall test database, to reveal the database structure, and to explain how to access and present the data. Most recently, the database has been standardized and expanded to include additional tests, complete cyclic information from tests, limit states, and code prediction information. The database structure incorporates a central Excel spreadsheet that includes descriptive information; ordered plain text files for each individual test; and custom MATLAB codes, which can read, process, and plot designated database subsets. The provided database can advance the understanding and modeling of cold-formed steel framed shear walls.

Shear behavior of gypsum boards sheathed CFS framed shear walls with enlarged edge members

This study investigates the influence of nonshear components on the shear performance of cold-formed steel (CFS) framed shear walls. Regarding the connection fields between nonshear components and shear walls as reinforced edge members (REMs), full-scale model tests of six gypsum board sheathed CFS framed shear walls were conducted with a focus on investigating the shear behavior of CFS framed shear walls with enlarged edge members. A numerical simulation method for predicting the shear performance of CFS framed shear walls with enlarged edge members was established and verified. The results show that, (1) After the “diaphragm effect” was weakened or even eliminated, the REMs still had the ability to resist the bending moment and shear force, preventing CFS structures from collapse. (2) The REMs (containing wing walls) changed the mechanical feature of CFS framed shear walls that depended only on the “diaphragm effect” to resist the shear force and transformed the wall’s plastic development mechanism, improving the energy dissipation capacity of the walls over four times. Such a “wing wall effect” should be considered when estimating the influence of nonshear components. (3) The recommended response modification factor should be increased by at least 1.3 times due to the REMs. (4) The relative errors between the simulated and test results were within 8%.

Seismic behavior of irregular shaped beam-column connections

This paper reports test results and numerical analysis of special-shaped beam-column connections based on a frame-shear wall structure. Four connections of 1/5 scale ratio were tested under constant axial force and reversed lateral load on the top of column. The experiment investigated the effect of steel reinforced concrete (SRC) beam, in-plane and out of-plane reinforced concrete (RC) wall on the connections’ seismic behavior. The failure modes, hysteresis curves, ductility, strength degradation and energy-dissipating capacity of test specimens are reported. The results indicated that test joints were susceptible to suffer more brittle failure caused by formation of plastic hinge on column, which is considered unfavorable compared to conventional joint with regular shape in earthquake resisting. Adding in-plane shear walls to the connection switched column failure to beam failure mode, and significantly improved the connection’s strength, stiffness and ductility. Finite element models were detailed established and validated through experiment data. Influence of parameters including axial load ratio, concrete strength grade, section area and steel ratio of upper column, transverse hoops volumetric, RC wall of two orthogonal directions on connection’s seismic behavior were studied through modeling results.

Quantification and spatial pattern of embodied CO2 footprint of prefabricated buildings in urban agglomerations: A case study of Beijing–Tianjin–Hebei, China

Prefabricated buildings (PBs) boost a productive and sustainable construction industry transition and can influence the carbon footprint of the construction sector. With China's continued urbanization, an expanding PB sector is foreseeable, exerting substantial carbon dioxide (CO2) mitigation pressure. By using the Chinese Industrial Ecology Lab technology, we developed a hybrid multi-regional input‒output model that integrates a bottom-up inventory of building materials into China's 2017 economic system to quantify PB-embodied CO2 emissions in the Beijing–Tianjin–Hebei urban agglomeration. Two structural types (shear wall and frame-shear wall) with four prefabrication rates (15%, 30%, 50%, and 60%) were considered. The results showed an average of 756 kg/m2 PB-embodied CO2 emissions in the urban agglomeration, with Tianjin (488 kg/m2) and Zhangjiakou (1271 kg/m2) showing the lowest and highest values, respectively. Approximately 60% of PB-embodied CO2 emissions were generated within the urban agglomeration, and Tangshan, Handan, and Zhangjiakou were the major contributors. The PB-embodied CO2 footprint was dominated by electricity and heat generation (42%), non-metal mineral products (27%), and metal smelting and processing (15%). The results revealed the spatial pattern of PB-embodied CO2 footprint in the Beijing–Tianjin–Hebei urban agglomeration and identified key emission sectors in the PB supply chain, contributing to low-carbon PB delivery in China.

Simulation calculation and analysis of building energy consumption of multi-story glued laminated timber structures

As the only renewable building material, wood has a strong carbon sequestration effect. Thus, timber structures have the natural advantages of saving energy and reducing emissions. Currently, the research objects of building energy consumption are rarely timber structures. To further control the operational energy consumption of timber structures, this paper takes six-story glued laminated timber beam-column frame and light wood-frame shear wall structures as the research objects. Building energy consumption research is conducted through testing the heat transfer coefficient of the envelope structure, air circulation ratio, and Building Information Modeling (BIM) technology on-site. The results show that the energy consumption of the building is consistent with the current energy consumption of small- and medium-sized office buildings, and the heat gain and loss of the building are mainly due to solar radiation and heat conduction of the envelope, respectively. The airtightness of the building has the greatest influence on the energy consumption of the building, and the type of building structure and window-to-wall ratio have little influence on the energy consumption of the building.

Seismic Response of High-Rise Frame–Shear Wall Buildings under the Influence of Dynamic Soil–Structure Interaction

Seismic Response of High-Rise Frame–Shear Wall Buildings under the Influence of Dynamic Soil–Structure Interaction

The effect of floor slabs in a structure with frame shear walls modeling in pushover analysis

Pushover is a nonlinear static analysis method that provides information on nonlinear structures’ behavior due to earthquakes. Subsequently, it has been recommended as a reliable tool to help know the capacity of structures. Another consideration is its easiness of interpretation than the nonlinear dynamic analysis. Numerical modeling of the structure plays an important role in this analysis since every detail of modeling could give different results. The objective of this study is to analyze the effect of the existence of floor slabs in a structure with frame shear walls modeling, which considers the frequent attempt to simplify structural modeling. The effect of the position of components assignation is going to be analyzed too, especially floor slabs and beams, whether it was assigned with centroid or top center insertion point in pushover analysis. In this study, an existing hospital building with vertical irregularity has been modeled into four various models using SAP2000. As the result of pushover analysis, every model gives its pushover curves which reflect its behavior. Those results show that the models with floor slabs have higher capacities. In addition, the combination of the assignation of floor slabs and the top center insertion point gives the highest capacity compared to the other models.

Evaluation of the load bearing capacity of the wood framed shear wall supported by the FEM model

Evaluation of the load bearing capacity of the wood framed shear wall supported by the FEM model

Estimation of the displacement time history of high-rise building structures using limited measurement data and structural information

A method is proposed to estimate the seismic displacement time history of a high-rise building structure. The structure is simplified to a flexural-shear mass-spring model, and the optimal parameter values of the model are determined using particle swarm optimization. Limited measured acceleration and roof residual displacement data are used to calculate the model error in the optimization process. In this method, only the number of stories and the heights of each story are needed as known structural information. The displacement time history calculated for the optimal model is treated as the estimation of the actual response of the original structure. The responses of a 13-story reinforced-concrete frame-shear wall structure obtained from numerical simulation of the ABAQUS model are used to verify the performance of the method. The results show that the average estimation error of the maximum story displacement is 5.2% and that of the maximum inter-story drift ratio is 5.3%. Having the acceleration responses of 1/3–1/4 stories is sufficient to accurately estimate the story displacement and inter-story drift ratio if the root mean square noise-to-signal ratio of the acceleration is less than 30%. The shaking table test data of a 15-story reinforced-concrete shear structure are used to verify the method’s effectiveness; the average estimation error of the maximum story displacements of the 7th, 8th, and 15th stories is found to be 4.8%.

Behaviour of cold-formed steel framed shear walls with slitted sheathing under lateral loading

Cold-formed steel (CFS) framed shear walls (CFS-SWs) with steel sheathing have emerged as promising lateral-force-resisting members in mid-rise buildings of seismic regions. This paper presents a combined experimental and numerical study on a new type of steel sheathed CFS-SWs, whose novel feature is the use of central CFS sheathing with vertical slits. Five full-scale wall specimens were tested under monotonic and cyclic lateral loading to examine the performance of the shear walls. Then a finite element (FE) modelling of CFS-SWs with slitted steel sheathing was established and verified by the experimental data. Further analyses on the parametric effects and the load-carrying mechanism of CFS-SWs with slitted sheathing were conducted. It is found that the slitted sheathing alleviates the premature damage of boundary studs and mitigates the tremors as well as noises during the loading. The wall with slitted sheathing shows good ductility with a 22.84% higher ductility factor than the wall with non-slitted sheathing. The width-to-thickness ratio and the height-to-width ratio of the flexural links between the slits have considerable effects on the stiffness as well as the peak load of the wall. Lastly, the ultimate lateral resistance of CFS-SWs with slitted sheathing was estimated using a simplified method.

Evaluation of performance and storey drift ratio limits of high-rise structural systems with separated gravity and lateral load resisting systems using time history analysis and incremental dynamic analysis

To increase the efficiency of prefabricated construction of high-rise structure, a composite structural system with separated gravity and lateral load resisting systems (referred to as a ‘new separable system’) is proposed. Efficient numerical models of the composite frames, reinforced-concrete (RC) shear walls, RC coupling beams, and braces in the new separable system were developed using the finite-element program MSC.Marc. The fragility curves of these components were developed through parametric analysis and a literature review of previous research and database documents. Through time history analysis, the responses of roof displacement, storey drift, and residual drift were analysed and compared with those of the traditional composite frame–shear wall system. An incremental dynamic analysis (IDA) was performed to obtain the IDA curves of the new separable system and the traditional system, and the seismic fragility curves of the two systems were built. The seismic performance of the new separable system was compared with that of the traditional system in terms of the collapse probability, dynamic safety factor, and risk of seismic damage. The results indicated that for high-rise composite structural systems with separated gravity and lateral resisting systems under frequently occurring earthquakes, the reasonable range of the storey drift ratio limit in design is 1/800 to 1/1000, and a limit value of 1/1000 is recommended conservatively.