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Journal articles on the topic 'Lateral Force Resisting System'

Author: Grafiati

Published: 4 June 2021

Last updated: 10 February 2022

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Lan, Sheng Ning, and Chun Xiang Li. "Monolayer Cable-Stayed Steel Moment Resistant Frame and its Lateral Force Resisting Performance." Applied Mechanics and Materials 724 (January 2015): 68–73. http://dx.doi.org/10.4028/www.scientific.net/amm.724.68.

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A new lateral force resisting system (LFRS), referred to as the monolayer cable-stayed steel moment resistant frame (MCSMRF) system, is proposed in order to improve capacity of original MRF system and reduce lateral displacement of the system effectively. The MCSMRF integrates the respective advantages of both the steel moment resistant frame (MRF) and inclined cables, Likewise, the CSMRF renders both the dual seismic defense line and self-centering capacity. The working mechanism of the CSMRF are introduced. Secondly, the floor displacement (relative to the ground) approximation formula is developed for the MCSMRF under the lateral loading. Eventually, the numerical analysis is made of the MCSMRF with resorting to the developed approximation formula. The results show that the interstorey drift and the floor displacement significantly reduce with respect to the original steel MRF. Approximate calculation formula of elastic floor displacements can provide a theoretical basis for the preliminary design of its components.

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KHARMALE, SWAPNIL B., and SIDDHARTHA GHOSH. "SEISMIC LATERAL FORCE DISTRIBUTION FOR DUCTILITY-BASED DESIGN OF STEEL PLATE SHEAR WALLS." Journal of Earthquake and Tsunami 06, no. 01 (2012): 1250004. http://dx.doi.org/10.1142/s1793431112500042.

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The thin unstiffened steel plate shear wall (SPSW) system has now emerged as a promising lateral load resisting system. Considering performance-based design requirements, a ductility-based design was recently proposed for SPSW systems. It was felt that a detailed and closer look into the aspect of seismic lateral force distribution was necessary in this method. An investigation toward finding a suitable lateral force distribution for ductility-based design of SPSW is presented in this paper. The investigation is based on trial designs for a variety of scenarios where five common lateral force distributions are considered. The effectiveness of an assumed trial distribution is measured primarily on the basis of how closely the design achieves the target ductility ratio, which is measured in terms of the roof displacement. All trial distributions are found to be almost equally effective. Therefore, the use of any commonly adopted lateral force distribution is recommended for plastic design of SPSW systems.

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Searer, Gary R., and Eduardo A. Fierro. "Criticism of Current Seismic Design and Construction Practice in Venezuela: A Bleak Perspective." Earthquake Spectra 20, no. 4 (2004): 1265–78. http://dx.doi.org/10.1193/1.1806831.

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During a recent visit to Caracas, Venezuela, the authors discovered that while Venezuela has adopted a building code with modern seismic provisions (Norma Covenin 1756-98) and does in fact enforce a majority of these provisions, significant conceptual errors in the design of the lateral force-resisting systems of new buildings are recurring on a near-universal level, often as a result of ignoring the potential adverse effects of nonstructural elements on the structural system. In the event of a large earthquake, this design philosophy will have substantial economic and life-safety repercussions unless the typical design philosophy of Venezuelan engineers and architects changes. It is hoped that this paper will serve as a call to action for engineers of all countries to recognize the potential adverse effects of nonstructural elements on the behavior of the lateral force-resisting system.

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Fleischman, Robert B., Kenneth T. Farrow, and Kristin Eastman. "Seismic Performance of Perimeter Lateral-System Structures with Highly Flexible Diaphragms." Earthquake Spectra 18, no. 2 (2002): 251–86. http://dx.doi.org/10.1193/1.1490547.

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Building structures are typically designed using the assumption that the floor systems serve as a rigid diaphragm between the vertical elements of the lateral force-resisting system (lateral system). However, perimeter lateral-system structures with long floor spans possess diaphragms that behave quite flexibly. Difficulty can exist in predicting diaphragm force demand in these structures. Thus, current design may provide insufficient strength to maintain elastic diaphragm response. Inelastic diaphragm response exacerbates the effects of diaphragm flexibility. Such response may lead to poor seismic performance, including nonductile diaphragm failure or structural instability due to high drift demands in the gravity system. An analytical study was performed to determine the effect of diaphragm flexibility and strength on the seismic performance of perimeter lateral-system structures with highly flexible diaphragms. Nonlinear transient analyses were performed using ground motions suites corresponding to multiple levels of hazard for high seismic zones. Design recommendations for flexible diaphragms are presented.

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Das, Satrajit, and James M. Nau. "Seismic Design Aspects of Vertically Irregular Reinforced Concrete Buildings." Earthquake Spectra 19, no. 3 (2003): 455–77. http://dx.doi.org/10.1193/1.1595650.

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Seismic building codes such as the Uniform Building Code (UBC) do not allow the equivalent lateral force (ELF) procedure to be used for structures with vertical irregularities. The purpose of this study is to investigate the definition of irregular structures for different vertical irregularities: stiffness, strength, mass, and that due to the presence of nonstructural masonry infills. An ensemble of 78 buildings with various interstory stiffness, strength, and mass ratios is considered for a detailed parametric study. The lateral force-resisting systems (LFRS) considered are special moment-resisting frames (SMRF). These LFRS are designed based on the forces obtained from the ELF procedure. The results from linear and nonlinear dynamic analyses of these engineered buildings exhibit that most structures considered in this study performed well when subjected to the design earthquake. Hence, the restrictions on the applicability of the equivalent lateral force procedure are unnecessarily conservative for certain types of vertical irregularities considered.

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Subramani, T., and D. Ananthi. "Seismic Response and Analysis of RCC Block Shear Wall in Assymetric Building Using ETABS." International Journal of Engineering & Technology 7, no. 3.10 (2018): 98. http://dx.doi.org/10.14419/ijet.v7i3.10.15639.

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Shear wall is the structural member which with stand the horizontal or lateral forces. The structures are subjected to dynamic loading which have an effect on in general. Our proposed plan is to save you the structural deformation because of dynamic loading. While partitions are situated in tremendous positions in a constructing, they may be very efficient in resisting lateral masses originating from wind or earthquakes. This paper provides designated analyses of experimental and analytical has accomplished end result has generated. Our undertaking focuses on reading the impact of twist, as a system-stage impact, on the displacement and strength demands of the building’s separate seismic force resisting system (SFRS) wall components. The look at evaluates the individual wall contributions to the overall building response characteristics within both the elastic and the inelastic reaction phases.

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Dupuis, Michael R., Tyler D. D. Best, Kenneth J. Elwood, and Donald L. Anderson. "Seismic performance of shear wall buildings with gravity-induced lateral demands." Canadian Journal of Civil Engineering 41, no. 4 (2014): 323–32. http://dx.doi.org/10.1139/cjce-2012-0482.

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Architectural features and other irregularities in the gravity system which apply gravity-induced lateral demands to the seismic force resisting system are being incorporated in new buildings. These gravity-induced demands have raised concerns due to the perceived potential for a ratcheting effect to occur during seismic loading. This paper summarizes the results of a study to identify if there are behavioral trends not recognized within the scope of current building codes. To this end, a nonlinear, parametric study was conducted in OpenSees to investigate the inelastic response of concrete shear wall buildings with a range of design characteristics, including gravity-induced lateral demands. The results demonstrated that a seismic ratcheting effect can develop and amplify inelastic displacement demands. The effect is significantly more prevalent in coupled shear walls compared with cantilevered shear walls. An irregularity class to address buildings with gravity-induced lateral demands on the seismic force resisting system is proposed for the 2015 National Building Code of Canada.

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Sharafi, Pezhman, Mina Mortazavi, Nima Usefi, Kamyar Kildashti, Hamid Ronagh, and Bijan Samali. "Lateral force resisting systems in lightweight steel frames: Recent research advances." Thin-Walled Structures 130 (September 2018): 231–53. http://dx.doi.org/10.1016/j.tws.2018.04.019.

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Jia, Liang-Jiu, Ping Xiang, Minger Wu, and Akira Nishitani. "Swing Story–Lateral Force Resisting System Connected with Dampers: Novel Seismic Vibration Control System for Building Structures." Journal of Engineering Mechanics 144, no. 2 (2018): 04017159. http://dx.doi.org/10.1061/(asce)em.1943-7889.0001390.

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FitzGerald, T. F., Thalia Anagnos, Mary Goodson, and Theodore Zsutty. "Slotted Bolted Connections in Aseismic Design for Concentrically Braced Connections." Earthquake Spectra 5, no. 2 (1989): 383–91. http://dx.doi.org/10.1193/1.1585528.

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The use of concentrically braced steel frames to satisfy lateral force requirements is a common design practice in regions of strong seismicity. They provide a very efficient means of fulfilling the dual objectives of earthquake resistant design, that is, damage control and collapse prevention. While tensile yielding and inelastic buckling of bracing elements provide the basic energy absorbing mechanism, there are inherent problems with member behavior under multiple cycles of inelastic deformations. Inelastic energy dissapation, however, may also be provided by friction resistance in slotted bolted connections, thus eliminating the need for inelastic member buckling. Limited laboratory tests indicate that this concept may be a viable alternative for use as a lateral force resisting system for both new construction and the seismic upgrading of existing structures.

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Ma, Jing Yuan, Fu Ma, Chen Suo Hu, and Zhi Xian Wen. "Seismic Design of the High-Rise Building Structure and Sustainable Development." Applied Mechanics and Materials 351-352 (August 2013): 536–40. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.536.

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This article summarized seismic design method of high-rise building from seismic fortification goal, use of materials, structural systems, analysis methods and trends. Then it discussed the structural design significance of high-rise buildings to achieve sustainable development. Lightweight quality, high strength material, diversity type, spatial component, braced lateral force resisting system, structuring combination and shock absorption building are the trends of high-rise building development.

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Charleson, Andrew. "Comparison between Contemporary Architectural Form in Cities with High versus Low Seismicity." Earthquake Spectra 25, no. 1 (2009): 1–15. http://dx.doi.org/10.1193/1.3025923.

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This study investigates whether seismic design constraints reduce the architectural interest of buildings in areas subject to high rather than low seismicity. Sixty-three of the most architecturally interesting low-rise buildings from 20 cities, half of which are located in high-seismicity zones, were assessed aesthetically and analyzed structurally. On average, each group of buildings was found to possess the same level of architectural interest and degree of configuration irregularity. Reinforced concrete shear walls were found to be the predominant lateral force resisting system. A concentration of building types in the low-seismicity set of buildings that used structural walls for physical security and other purposes led to the unexpected result of those buildings possessing significantly greater structural footprints than buildings from high-seismicity areas. This finding serves as a reminder that structural elements play far more roles in architecture than merely resisting lateral forces.

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Rezaeian, Hooman, George Charles Clifton, and James B. P. Lim. "Compatibility Forces in Floor Diaphragms of Steel Braced Multi-Story Buildings." Key Engineering Materials 763 (February 2018): 310–19. http://dx.doi.org/10.4028/www.scientific.net/kem.763.310.

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Floors have a key role in the seismic behaviour of structures, especially in multi-story buildings. The in-plane behaviour of a floor system influences the seismic response of the structure significantly and affects the distribution of lateral forces between seismic resisting systems and over the height of the structure. In buildings where the seismic resisting systems are in the same location in plan on each floor over the height of the building, inertial and displacement compatibility shear forces are the principal shear forces generated at the interface between the floor system and the seismic-resisting system. These two are called interface diaphragm forces. These interface forces must be transferred into the appropriate lateral load resisting system and the interface must be well designed and detailed. Determination of the magnitude of the interface loads on concrete diaphragms are not well understood and still a matter of debate. There is no consensus of a design procedure for determining the diaphragm actions and distribution into the seismic resisting systems. In this paper, interface forces generated in floor diaphragms by asymmetrical actions of the braced framing system on each side of the building in the direction of analysis have been investigated. A numerical study using Numerical Integration Time History Analysis (NITH), has been undertaken to evaluate the interface forces of concrete floor diaphragms in a 12-story braced steel building. The results of nonlinear time history analyses using ground motion records from three different earthquakes are presented.

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Wang, Zhen, Wei Pan, and Zhiqian Zhang. "High-rise modular buildings with innovative precast concrete shear walls as a lateral force resisting system." Structures 26 (August 2020): 39–53. http://dx.doi.org/10.1016/j.istruc.2020.04.006.

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Li, Guo Chang, Fei Tian, Zhi Jian Yang, and Guo Zhong Zhang. "Finite Element Analysis on K-Type External Braced Steel Frame System." Key Engineering Materials 763 (February 2018): 495–501. http://dx.doi.org/10.4028/www.scientific.net/kem.763.495.

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The concept of moment resisting frames with K-type external braces is proposed to increase the lateral stiffness, which has short external span and large lateral stiffness. In order to investigate the lateral stiffness, overstrength coefficient and the reduction factor of K-type external brace under horizontal load, ABAQUS was applied to study the different slenderness ratios (from50 to 150) of K-type external steel braced frames. The results showed that the lateral load and displacement curve can be divided into elastic stage, the buckling of the compressive brace-yield of the tensile brace stage and plastic stage. The overstrength of K-bracing is related to the potential bearing capacity of the frame when the compressive brace buckled, and the potential growth of the tensile brace. The overstrength coefficient increases with increasing of the brace slenderness ratio. The range of recommended values of slenderness ratios of K-type external steel braces and design values of unbalanced force of column sections are proposed.

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Béland, Thierry, Robert Tremblay, Joshua Sizemore, Larry A. Fahnestock, Cameron Bradley, and Eric Hines. "Contribution of Beam-Column Connections with Bolted Angles in the Reserve Capacity and Full-Scale Cyclic Testing." Key Engineering Materials 763 (February 2018): 475–84. http://dx.doi.org/10.4028/www.scientific.net/kem.763.475.

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Partially restrained beam-column connections can be used in the gravity load system of building structures to develop moment frame action to enhance collapse prevention for low-ductility steel lateral systems. The benefit from such reserve lateral strength and stiffness is illustrated for a low-rise building with steel braced frames designed in accordance with Canadian provisions for seismic force resisting systems of the Conventional Construction category. Preliminary results from a comprehensive cyclic test program recently completed on beam-to-column joints with bolted double web angle acting with top and seat angles are presented. The test program included 23 full-scale beam-to-column sub-assemblages subjected to combined gravity shear forces and cyclic rotational demands. Experimental observations on the deformation patterns and failure modes are presented together with representative hysteretic moment-rotation responses of bolted double web angles without and with top and seat angles.

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Eatherton, Matthew R., and Jerome F. Hajjar. "Residual Drifts of Self-Centering Systems Including Effects of Ambient Building Resistance." Earthquake Spectra 27, no. 3 (2011): 719–44. http://dx.doi.org/10.1193/1.3605318.

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There has been widespread interest in the development and use of self-centering (SC) lateral resisting systems that eliminate residual drifts after large earthquakes. SC systems often include a restoring force component and a component that dissipates seismic energy. Typically, it is assumed that the criterion for self-centering is satisfied if the restoring force is proportioned to be greater than the force required to yield the energy dissipating component. A parametric SDOF study was conducted using time-history analyses on several prototype buildings to quantify the effect of varying system parameters on structural response including residual drifts. The ambient resistance of the rest of the building was considered, as well as proportioning the system with less restoring force than the yield capacity of the dissipative component. In addition, the probabilistic mechanism that creates a propensity for reducing residual drifts in systems with little or no restoring force is explored and quantified. It was found that a restoring force that is at least one-half of the force required to yield the dissipative component will still reliably eliminate residual drifts in a non-softening system.

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Soltangharaei, V., M. Razi, and R. Vahdani. "Seismic fragility of lateral force resisting systems under near and far-fault ground motions." International Journal of Structural Engineering 7, no. 3 (2016): 291. http://dx.doi.org/10.1504/ijstructe.2016.077722.

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Kim, Seonwoong. "Seismic performance evaluation of high-rise steel buildings dependent on wind exposures." Advances in Mechanical Engineering 11, no. 3 (2019): 168781401983511. http://dx.doi.org/10.1177/1687814019835111.

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The lateral load-resisting system of high-rise buildings in regions of low and moderate seismicity and strong wind such as the typhoon in the Korean peninsula considers the wind load as the governed lateral force so that the practical structural engineer tends to skip the evaluation against the seismic load. This study is to investigate wind-designed steel diagrid buildings located in these regions and check the possibility of the elastic design of them out. To this end, first, the diagrid high-rise buildings were designed to satisfy the wind serviceability criteria specified in KBC 2016. Then, the response spectrum analyses were performed under various slenderness ratio and wind exposures. The analyses demonstrated the good seismic performance of these wind-designed diagrid high-rise buildings because of the significant over-strength induced by the lateral load-resisting system of high-rise buildings. Also, the analysis results showed that the elastic seismic design process of some diagrid high-rise buildings may be accepted based on slenderness ratios in all wind exposures.

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Dong, Zhi Qian, Gang Li, and Hong Nan Li. "Parameters Study of Steel Concentrically-Braced Frames Using IDA." Applied Mechanics and Materials 351-352 (August 2013): 223–26. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.223.

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Steel concentrically-braced frames (CBFs) as a lateral force resisting system are widely used in moderate seismic regions. The collapse capacity of CBF is uncertain in prior study so that an appropriate analysis method is hard to hunt. Incremental Dynamic Analysis (IDA) is an efficient method to evaluate the dynamic instability of structure. The IDA is incorporated in evaluation of collapse capacity of CBFs systems and IDA-based collapse ductility spectra of CBFs are concluded in this study. Variable periods range of CBFs systems considering reserve capacity are determined based on the IDA.

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Tso, W. K., and C. M. Wong. "An evaluation of the New Zealand code torsional provision." Bulletin of the New Zealand Society for Earthquake Engineering 26, no. 2 (1993): 194–207. http://dx.doi.org/10.5459/bnzsee.26.2.194-207.

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This study evaluates the New Zealand torsional provision in the 1984 and 1992 editions of the New Zealand loading code (NZS 4203) based on the inelastic responses of a single mass model having lateral load resisting elements in two orthogonal directions and subjected to bidirectional base excitations. It is shown that for systems having torsional stiffnesses that exceed a minimum value, the provision in NZS 4203:1984 will restrict the ductility demands on the resisting elements no more than those of a similar but torsionally balanced system. This minimum torsional stiffness depends on the structural eccentricity of the system. For systems with torsional stiffness less than the minimum, the stiff edge elements can experience additional ductility demand because the 1984 edition of the Code permits excessive strength reduction on the stiff edge elements. In the 1992 edition, the Code imposes a minimum torsional stiffness of a structure in the farm of edge displacement ratios. With this new requirement, the danger of additional ductility demand on the stiff edge element is eliminated. Therefore, the torsional provision in the current edition will ensure no additional ductility demands on all lateral force elements caused by torsion.

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Tsampras, Georgios, Richard Sause, Robert B. Fleischman, and José I. Restrepo. "Experimental study of deformable connection consisting of friction device and rubber bearings to connect floor system to lateral force resisting system." Earthquake Engineering & Structural Dynamics 47, no. 4 (2017): 1032–53. http://dx.doi.org/10.1002/eqe.3004.

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Chancellor, Nathan, Matthew Eatherton, David Roke, and Tuğçe Akbaş. "Self-Centering Seismic Lateral Force Resisting Systems: High Performance Structures for the City of Tomorrow." Buildings 4, no. 3 (2014): 520–48. http://dx.doi.org/10.3390/buildings4030520.

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Dat, Bui Thanh, Alexander Traykov, and Marina Traykova. "Shear-lag effect and its effect on the design of high-rise buildings." E3S Web of Conferences 33 (2018): 02001. http://dx.doi.org/10.1051/e3sconf/20183302001.

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For super high-rise buildings, the analysis and selection of suitable structural solutions are very important. The structure has not only to carry the gravity loads (self-weight, live load, etc.), but also to resist lateral loads (wind and earthquake loads). As the buildings become taller, the demand on different structural systems dramatically increases. The article considers the division of the structural systems of tall buildings into two main categories - interior structures for which the major part of the lateral load resisting system is located within the interior of the building, and exterior structures for which the major part of the lateral load resisting system is located at the building perimeter. The basic types of each of the main structural categories are described. In particular, the framed tube structures, which belong to the second main category of exterior structures, seem to be very efficient. That type of structure system allows tall buildings resist the lateral loads. However, those tube systems are affected by shear lag effect - a nonlinear distribution of stresses across the sides of the section, which is commonly found in box girders under lateral loads. Based on a numerical example, some general conclusions for the influence of the shear-lag effect on frequencies, periods, distribution and variation of the magnitude of the internal forces in the structure are presented.

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Tsampras, Georgios, Richard Sause, Robert B. Fleischman, and Jose I. Restrepo. "Experimental study of deformable connection consisting of buckling-restrained brace and rubber bearings to connect floor system to lateral force resisting system." Earthquake Engineering & Structural Dynamics 46, no. 8 (2016): 1287–305. http://dx.doi.org/10.1002/eqe.2856.

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Nurchasanah, Yenny, Muhammad Ujianto, and Abdul Rochman. "Diagonal reinforcement as strengthening to increase the stiffness and strength of concrete frame." MATEC Web of Conferences 195 (2018): 02033. http://dx.doi.org/10.1051/matecconf/201819502033.

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Two test objects of concrete frame behavior against lateral loading were performed by applying structural analysis with the wall as diagonal reinforcement in modeling. The results of the structural analysis indicated that concrete frames with walls have better performance than concrete frames without walls. Twelve objects consisting of the frame without the wall, frame with the wall, and frames with a group of steel and bamboo as diagonal reinforcement at brick walls and concrete panel walls were tested at the laboratory with monotonic lateral forces that work parallel to the wall as the illustration of earthquake loads. The diagonal reinforcement elements can spread the force received by the wall and increase the strength of the wall as well as enhance the stiffness of the structural system at once. Bracing contributes to increasing the strength, especially in resisting the compressive forces due to the earthquake loads. Deformation occurs in the opposite direction between compression path and tension path at the diagonal area. The failure in the concrete frame can be caused by the in-plane force parallel to the wall. Bamboo is quite effective to be used as a substitute for steel reinforcement as bracing material despite its shortage of steel quality.

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Harden, Chad, Tara Hutchinson, and Mark Moore. "Investigation into the Effects of Foundation Uplift on Simplified Seismic Design Procedures." Earthquake Spectra 22, no. 3 (2006): 663–92. http://dx.doi.org/10.1193/1.2217757.

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Uplifting of and yielding below shallow foundations supporting rigid lateral force–resisting elements can provide additional nonlinearity into a system's overall force-deformation behavior. While this nonlinearity may be advantageous, potentially reducing seismic demands, displacement compatibility may result in overstress of lateral and/or gravity-resisting elements. Incorporating this balance of benefit versus consequence in structural design is one goal of performance-based earthquake engineering (PBEE). There are a variety of approaches in design codes for estimating seismic demands and incorporating “performance” as a design goal. Such methods generally account for the displacement of an equivalent SDOF system by reducing the design strength, however, not explicitly for the case of foundation uplift. To address this shortcoming, this paper investigates the relationship between the strength ratio R and the displacement ratio C1 using the beam on nonlinear Winkler foundation (BNWF) concept. Numerical models were constructed considering a range of soil-structure natural periods and a range of design R values. Nineteen ground motions with a broad range of characteristics are used to conduct nonlinear time-history analyses. Results from these simulations indicate that current suggestions for C1- R relations are highly unconservative when uplifting foundations are anticipated. Revised C1- R relations for uplifting foundations are presented and an example numerical comparison provided.

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Sansujaya, Evantianus, Jusuf J. S. Pah, and I. Made Udiana. "Studi Kefektifan Dinding Geser pada Bangunan Tingkat Tinggi Dalam Mengurangi Simpangan Struktur." JURNAL FORUM TEKNIK SIPIL (J-ForTekS) 1, no. 1 (2021): 24–34. http://dx.doi.org/10.35508/forteks.v1i1.4073.

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The main principle of designing the multi-storey building is increasing the building strength on lateral force. The higher the building, then the more vulnerable the building in resisting the lateral force, such as earthquake force. In structure design in multi-storey building, there are 2 systems lateral force restraint that often used, that are frame that use shear wall and frame without shear wall. The purpose of this research is to analyze the effect of shear wall placement with respect to structure deflection as an effect of quake load also to find out the sensitivity of the adding the amount of shear wall on decreasing rate of structure deflection as an effect of quake load, that the calculation of quake load effect done by use the Equivalent Static Analysis Method. The result of the analysis obtained the structure deflection decreases with the increasing of the amount of shear wall and the average of decreasing rate of structure deflection for every addition of 1% shear wall is 1.97% also the layout of shear wall placement very react on structure deflection alteration.

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Ohi, Kenichi, and Jae Hyouk Choi. "An Adaptive Loading Test on Collapse Mechanism Formation of Multi-Story Steel Frames Subjected to Uncertain Lateral Load Pattern." Key Engineering Materials 345-346 (August 2007): 1169–72. http://dx.doi.org/10.4028/www.scientific.net/kem.345-346.1169.

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An adaptive loading system is developed to examine a design point of multi-story steel test frames subjected to uncertain load pattern. Lateral loads are given as a random combination of basic load patterns, and the system drives a test frame to the most likely failure situation. Two-story steel moment resisting frames are tested considering a failure mechanism formation of plastic collapse as a tentative limit state. A random 2-dof lateral force is given by a random combination of two basic load patterns, which are arranged to represent elastic earthquake load effects. Hybrid design point search or adaptive loading tests on the 2-story frame are performed, and the detected likely failure mechanisms are compared with the results of pseudo-dynamic response tests to deterministic excitations.

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Hu, Shuling, Wei Wang, and Bing Qu. "Seismic economic losses in mid-rise steel buildings with conventional and emerging lateral force resisting systems." Engineering Structures 204 (February 2020): 110021. http://dx.doi.org/10.1016/j.engstruct.2019.110021.

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Beauchamp, J., P. Paultre, and P. Léger. "A simple method for determining seismic demands on gravity load frames." Canadian Journal of Civil Engineering 44, no. 8 (2017): 661–73. http://dx.doi.org/10.1139/cjce-2016-0034.

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This paper presents a simple method based on modal response spectrum analysis to compute internal forces in structural elements belonging to gravity framing not part of the seismic force resisting system (SFRS). It is required that demands on these gravity load resisting system (GLRS) be determined according to the design displacement profile of the SFRS. The proposed new method uses the fact that if the linear stiffness properties of the GLRS not part of the SFRS have negligible values compared to those of the SFRS, only the latter will provide lateral resistance. Displacements of the GLRS then correspond to those of the SFRS alone. The new method is illustrated by computing the seismic responses of a symmetric and an asymmetric multi-storey reinforced concrete building. These results are compared to those obtained from the application of the simplified analysis method proposed in the Canadian standard for the design of concrete structures. Nonlinear time history analyses are also performed to provide a benchmark for comparison. Results show that the new method can predict shear and bending moment in all members at once with ease. Therefore, this new simplified method can effectively be used to predict seismic forces in elements not considered part of the SFRS.

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De-la-Colina, Jaime, and Cristina Almeida. "Probabilistic Study on Accidental Torsion of Low-Rise Buildings." Earthquake Spectra 20, no. 1 (2004): 25–41. http://dx.doi.org/10.1193/1.1646391.

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A probabilistic study on accidental torsion is presented. Multistory shear systems, representative of low-rise buildings and subjected to bidirectional earthquake ground motions are considered. Ductility demands of lateral resisting elements (LREs) due to uncertainties on (1) center-of-mass locations, (2) LRE stiffness, and (3) LRE yield forces were studied. Building code recommendations on accidental torsion as well as the effects of both eccentricity and lateral-force reduction factor are assessed. Results indicate that considering one random variable in the accidental torsion problem can lead to larger ductility-demand probabilities of exceedance than using two or more variables. Individual effects of each one of the variables considered are not superimposed when all variables take place at the same time. For systems designed for torsion, ductility demands of LREs decreases for increasing eccentricities. Increments of yield forces and decrements of probabilities of exceedance due to the use of increasing values of factor β associated with the accidental eccentricity are presented.

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Ghosh, S. K., and Ned M. Cleland. "Performance of Precast Concrete Building Structures." Earthquake Spectra 28, no. 1_suppl1 (2012): 349–84. http://dx.doi.org/10.1193/1.4000026.

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The Precast/Prestressed Concrete Institute (PCI) sent an assessment team to Chile, which visited the areas affected by the 27 February 2010 earthquake between 26 and 30 April 2010. This paper reports on the team's observations on the performance of precast/prestressed concrete structures. The precast concrete building systems observed by the PCI team generally performed well. In some cases, the lateral force-resisting system performed satisfactorily, but the absence or weakness of diaphragm framing resulted in local failures. Overall, the PCI team found a mature and sophisticated precast concrete industry that has successfully considered and solved issues of earthquake resistance without some of the constraints imposed on U.S. practice by restrictive building code provisions.

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Paulay, T. "Seismic response of structural walls: recent developments." Canadian Journal of Civil Engineering 28, no. 6 (2001): 922–37. http://dx.doi.org/10.1139/l01-054.

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It is postulated that for purposes of seismic design, the ductile behaviour of lateral force-resisting wall components, elements, and indeed the entire system can be satisfactorily simulated by bilinear forcedisplacement modeling. This enables displacement relationships between the system and its constituent components at a particular limit state to be readily established. To this end, some widely used fallacies, relevant to the transition from the elastic to the plastic domain of behaviour, are exposed. A redefinition of stiffness and yield displacement allows more realistic predictions of the important feature of seismic response, component displacements, to be made. The concepts are rational, yet very simple. Their applications are interwoven with the designer's intentions. Contrary to current design practice, whereby a specific global displacement ductility capacity is prescribed for a particular structural class, the designer can determine the acceptable displacement demand to be imposed on the system. This should protect critical components against excessive displacements. Specific intended displacement demands and capacities of systems comprising reinforced concrete cantilever and coupled walls can be estimated.Key words: ductility, displacements, reinforced concrete, seismic design, stiffness, structural walls.

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He, Yong Jun, Xu Hong Zhou, and Cheng Chao Yang. "The Alternation Story-Height Truss Lateral-Load-Resisting System and its Simplified Analytical Method." Applied Mechanics and Materials 166-169 (May 2012): 543–47. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.543.

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Based on the characteristics of 3D parking, a new type of 3D parking structure with alternation story-height truss lateral-load-resisting system is proposed in this paper. By adoption of the assumption of inflection point, a simplified analytical method for this system under horizontal load is studied and the formulas for internal forces of it are derived. The numerical example indicates that the error of the results calculated by the presented formulas does not exceed 5% in comparison with those by finite element method. Therefore, the method and its related formulas are feasible for preliminary design of the steel 3D parking structure since its accuracy and briefness.

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Liu, Yuan, and Hong Zheng. "Interactive Analysis between Steel-Concrete Composite Deep Beam and Steel Frame." Advanced Materials Research 712-715 (June 2013): 835–41. http://dx.doi.org/10.4028/www.scientific.net/amr.712-715.835.

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Steel frame filled with steel-concrete composite deep beam was suggested to meet middle rigidity demand between steel frame and steel frame-shear wall structure. Two quasi-static tests on steel frame filled with composite deep beam and one test on moment steel frame were conducted to demonstrate the effectiveness. The composite deep beam can supply suitable stiffness to the moment frame to form desired lateral resisting system and realize gradually changing of the stiffness from steel frame to steel frame-shear wall structure. The interactive analysis was adopted to calculate the distribution parameter of the shear force and moment between the composite deep beam and steel frame as reference for the design of the structure. The results give an effective method to assure lateral stiffness of the structure as well as provide suitable earthquake-resistant capability and dissipate seismic energy capacity by choosing the span-to-depth ratio of the composite deep beams. The outside reinforced concrete plate can restrain the buckling of the steel plate and make full use of the steel.

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Khairussa’diah, Khairussa’diah, and Yulianto P. Prihatmaji. "Resisting Timber Joint Performance of Karo Wooden Building." Wood Research Journal 10, no. 1 (2020): 1–5. http://dx.doi.org/10.51850/wrj.2019.10.1.1-5.

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Batak Karo is one of the ethnic group that exists in North Sumatra. Wooden house of Batak Karo called with Siwaluh Jabu. This wooden house has a structure system of pillars on top of stone foundations. This type of foundation is able to improve the performance of the overall structure due to lateral style caused by the earthquake. This research was conducted to know the behaviour of the structure of a wooden Batak Karo home especially the restoration of wooden style joints by comparing the results of a laboratory test, numerical analysis and analysis with SAP2000. Experimental testing in the lab do the test objects as much as 3 pieces. Testing by giving a cyclic load with a capacity of 10 tons in each of the test object to damaged object. Then conduct an evaluation the behavior of the structure consist of failure modes and moment-rotational angle relationship. After the experimental test was completed, the analysis continued with validate test results with laboratory of numerical analysis. Then conducted an analysis of the power structure by using SAP2000 program to know the power of elements against the maximum tension. The analysis conducted on the overall structure of the system and the structure of mast above the foundation stone. The program was conducted with input data: the work load, etc. As the output from these programs is the element force, etc. The final results of this program are the weaknesses and advantages of structural system observed from wooden Batak Karo.

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AlHamaydeh, Mohammad, Khaled Galal, and Sherif Yehia. "Impact of lateral force-resisting system and design/construction practices on seismic performance and cost of tall buildings in Dubai, UAE." Earthquake Engineering and Engineering Vibration 12, no. 3 (2013): 385–97. http://dx.doi.org/10.1007/s11803-013-0180-2.

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Shakeel, Sarmad, and Alessia Campiche. "Lateral Force Resisting Systems Made of Cold-Formed Steel Material: Proposal of Seismic Design Criteria for 2nd Generation of Eurocode 8." Key Engineering Materials 885 (May 2021): 127–32. http://dx.doi.org/10.4028/www.scientific.net/kem.885.127.

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The current edition of Eurocode 8 does not cover the design of the Cold-Formed steel (CFS) building structures under the seismic design condition. As part of the revision process of Euro-code 8 to reflect the outcomes of extensive research carried out in the past decade, University of Naples “Federico II” is involved in the validation of existing seismic design criteria and development of new rules for the design of CFS systems. In particular, different types of Lateral Force Resisting System (LFRS) are analyzed that can be listed in the second generation of Eurocode 8. The investigated LFRS’s include CFS strap braced walls and CFS shear walls with steel sheets, wood, or gypsum sheathing. This paper provides the background information on the research works and the reference design standards, already being used in some parts of the world, which formed the basis of design criteria for these LFRS systems. The design criteria for the LFRS-s common to CFS buildings would include rules necessary for ensuring the dissipative behavior, appropriate values of the behavior factor, guidelines to predict the design strength, geometrical and mechanical limitations.

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Xu, Ze Yao, Qian Lin, and Jian Lin Zhang. "Dynamic Response of Damped Outrigger System for Frame-Core Tube Structure under Earthquake Loads." Advanced Materials Research 243-249 (May 2011): 1203–9. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1203.

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The novel passive energy dissipation system named Damped Outrigger System for frame-core tube structure is introduced in recent years, in which the outrigger and perimeter columns are separate, and the vertically acting fluid-viscous dampers connect the end of each of the outrigger walls to the adjacent perimeter column. In this paper, a new simplified model of this structure is studied by considering the damping force and shear stiffness of the core tube and lateral stiffness of the frame with finite element method. The shear correction factor is also employed to consider the shape of the core tube cross section. The numerical example shows that the displacement and the inter-story drift of the structure are reduced effectively under earthquake loads. It means that the damped outrigger is an innovative solution to resisting earthquake loads for frame-core tube structure.

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Rocha, Arthur L., Marcelo de A. Ferreira, Wilian dos S. Morais, and Bruna Catoia. "The Use of Moment-Resisting Frames and Braced Frames for Lateral Stability of Multy-Storey Precast Concrete Structures." Solid State Phenomena 259 (May 2017): 173–77. http://dx.doi.org/10.4028/www.scientific.net/ssp.259.173.

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Precast structures for multi-storey buildings can be designed with economy, safety and high performance. However, depending on the height of the building and the intensity of the lateral loads, the lateral stability system must be carefully chosen in order to maximize the global structural performance. In Brazil, the most common method for lateral stability is achieved by moment resisting precast-frames, wherein the moment-rotation response of the beam-column connections are responsible to provide the frame action, which will govern the distribution of internal forces and the sway distribution along the building height. On the other hand, in Europe, bracing systems comprised by shear walls or infill walls are mostly used, wherein beam-column connections are designed as hinged. The aim of this paper is to present a comparison between these methods for lateral stability, applying nine structural simulations with moment resisting precast-frames, shear walls and infill walls solutions, divided in three groups - 3 building with 5 storeys (21 meters high), 3 buildings with 10 storeys (41 meters high) and 3 building with 20 storeys (81 meters high). All first storeys are 5 meters high, while all the others are 4 meters high. The results from all structural analyses are compared. As conclusion, while moment-resisting beam-column connections are more feasible for applying in low-rise precast buildings, the use of shear walls and infill walls are more efficient for tall buildings due to decrease of lateral displacements, having a reduction of second order effects but also increasing the reactions at the foundations of bracing elements.

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Medhekar, M. S., and DJL Kennedy. "Seismic response of two-storey buildings with concentrically braced steel frames." Canadian Journal of Civil Engineering 26, no. 4 (1999): 497–509. http://dx.doi.org/10.1139/l99-007.

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The seismic performance of two-storey steel buildings with concentrically braced frames as the lateral load resisting system is evaluated. The buildings are designed in accordance with the National Building Code of Canada (1995) and CSA Standard S16.1-94 for five seismic zones in western Canada. Only frames designed with a force modification factor of 1.5 are considered. Analytical models of the buildings are developed, which consider the nonlinear seismic behaviour of the concentrically braced frame, the shear strength of the roof diaphragm, and the stiffness and strength contributions of the nonstructural partitions. The seismic response is estimated with nonlinear static and dynamic time history analyses. Roof diaphragm flexibility does not influence the dynamic behaviour significantly. The distribution of lateral forces from response spectrum analysis agrees well with that specified. Current design procedures provide reasonable estimates of the lateral drift in low and moderate seismic zones. Brace ductility demands are reasonable and may be limited due to the contributions of nonstructural partitions. However, in moderate and high seismic zones, the connections, beams, columns, and roof diaphragm are overloaded. The capacity design procedure is recommended to provide adequate resistance to the overloaded components.Key words: analyses, capacity design, concentrically braced frame, diaphragm, dynamic, earthquake, low-rise, nonlinear, seismic design, steel.

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HULL, DANIEL H., and KENT A. HARRIES. "ON THE APPLICABILITY OF FIXED POINT THEORY TO THE BEHAVIOR OF COUPLED CORE WALLS." International Journal of Structural Stability and Dynamics 08, no. 01 (2008): 161–86. http://dx.doi.org/10.1142/s0219455408002594.

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The performance-based design of coupled core wall systems offers a number of advantages over conventional strength-based methods in terms of constructability and structural performance. Under large seismic loads, the expected degradation of the coupling beams in coupled wall structures results in an evolution of the lateral force resisting system from a coupled wall system to a system of linked cantilever wall piers. The present study focuses on the performance of the eventually obtained linked wall pier systems and defines their performance in a novel way: as the minimization of transmissibility of horizontal ground motion. In this paper, fixed point theory (FPT) is used to establish initial design values for the coupling beams required to optimize the dynamic response of the linked wall pier system. An initial parametric study of the application of FPT to optimizing the behavior of linked wall piers is presented. The resulting optimized wall systems are compared with practically obtainable, rigid and uncoupled systems subject to a linear time history analysis to assess the extent and practicality of optimization obtained.

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Hemmati, Ali, and Ali Kheyroddin. "BEHAVIOR OF LARGE-SCALE BRACING SYSTEM IN TALL BUILDINGS SUBJECTED TO EARTHQUAKE LOADS." Journal of Civil Engineering and Management 19, no. 2 (2013): 206–16. http://dx.doi.org/10.3846/13923730.2012.741613.

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Bracing is a highly efficient and economical method of resisting of lateral forces in a steel structure. The most common types of bracing are those that form a fully triangulated vertical truss. These include the concentric and eccentric braced types. In high-rise buildings, the location and number of bracings is an important limitation to the architectural plan. A similar scheme has been used in larger scale spanning multiple stories and bays in tall buildings which is called large-scale bracing system. Large-scale bracing (LSB) is a particular form of a space truss. It consists of multiple diagonal elements that form a diagonal grid on the face of the structure. In this paper, a 20 story steel frame with different arrangement of bracing systems is analyzed. Linear and static nonlinear (push-over) analyses are carried out and the results presented here. Analytical results show that, the large-scale bracing is more adequate system under the lateral loads. Using LSB in tall buildings, decreases the lateral displacement, drift ratio, uplift forces in foundation and increases the ductility and shear absorption percent of the bracing system. Moreover, the stress ratios in the structural members of LSB system are less than the relevant values in other bracing systems.

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Reyes-Salazar, Alfredo, Eden Bojorquez, Achintya Haldar, Arturo Lopez-Barraza, and J. Luz Rivera-Salas. "Ductility Reduction Factors for Steel Buildings Modeled as 2D and 3D Structures." Applied Mechanics and Materials 595 (July 2014): 166–72. http://dx.doi.org/10.4028/www.scientific.net/amm.595.166.

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The global ductility parameter (μG), commonly used to represent the capacity of a structure to dissipate energy, and the associated ductility reduction factor (Rμ), are estimated for steel buildings with perimeter moment resisting frames (PMRF), which are modeled as 2D and 3D complex MDOF systems. Results indicate that the μG value of 4, commonly assumed for moment resisting steel frames, cannot be justified. A value of 3 is more reasonable. The values of μG and Rμ may be quite different for 2D and 3D structural representations or for local and global response parameters, showing the limitation of the commonly used Equivalent Lateral Force Procedure (ELFP). Thus, the ductility and ductility reduction factors obtained from simplified structural representation must be taken with caution.

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Rafiqul Haque, A. B. M., and M. Shahria Alam. "Direct Displacement-Based Design of Industrial Rack Clad Buildings." Earthquake Spectra 29, no. 4 (2013): 1311–34. http://dx.doi.org/10.1193/080611eqs195m.

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A rack clad building (RCB) is a type of warehouse building system built using steel storage racks as the seismic force resisting system. Generally, these rack systems are larger and taller compared to the conventional steel storage racks commonly used in warehouses. These buildings have peripheral racks that can support the claddings. These rack systems possess some unique properties, such as the members built using thin-walled perforated steel sections and the beam-to-column connection utilizing a teardrop connector in the down-aisle direction. Due to the pinched-type hysteretic behavior of these connections, the structure shows unique behavior under lateral loading. To date, very little research has been carried out to determine the seismic performance of an RCB. Current building codes have no provisions for designing a RCB against seismic loading. This study presents a direct displacement-based design (DDBD) procedure for designing these structures in the down-aisle direction.

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Roncari, Andrea, Filippo Gobbi, and Cristiano Loss. "Nonlinear Static Seismic Response of a Building Equipped with Hybrid Cross-Laminated Timber Floor Diaphragms and Concentric X-Braced Steel Frames." Buildings 11, no. 1 (2020): 9. http://dx.doi.org/10.3390/buildings11010009.

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Simplified seismic design procedures mostly recommend the adoption of rigid floor diaphragms when forming a building’s lateral force-resisting structural system. While rigid behavior is compatible with many reinforced concrete or composite steel-concrete floor systems, the intrinsic stiffness properties of wood and ductile timber connections of timber floor slabs typically make reaching a such comparable in-plane response difficult. Codes or standards in North America widely cover wood-frame construction, with provisions given for both rigid and flexible floor diaphragms designs. Instead, research is ongoing for emerging cross-laminated-timber (CLT) and hybrid CLT-based technologies, with seismic design codification still currently limited. This paper deals with a steel-CLT-based hybrid structure built by assembling braced steel frames with CLT-steel composite floors. Preliminary investigation on the performance of a 3-story building under seismic loads is presented, with particular attention to the influence of in-plane timber diaphragms flexibility on the force distribution and lateral deformation at each story. The building complies with the Italian Building Code damage limit state and ultimate limit state design requirements by considering a moderate seismic hazard scenario. Nonlinear static analyses are performed adopting a finite-element model calibrated based on experimental data. The CLT-steel composite floor in-plane deformability shows mitigated effects on the load distribution into the bracing systems compared to the ideal rigid behavior. On the other hand, the lateral deformation always rises at least 17% and 21% on average, independently of the story and load distribution along the building’s height.

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Dubină, Dan, Florea Dinu, and Ioan Marginean. "Multi-Hazard Risk Mitigation through Application of Seismic Design Rules." Key Engineering Materials 763 (February 2018): 1139–46. http://dx.doi.org/10.4028/www.scientific.net/kem.763.1139.

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Multi-story buildings often use steel moment frames as lateral force resisting systems, because such systems would allow architectural flexibility, while providing the strength, stiffness, and ductility required to resist the gravity, wind, and seismic loads. Steel moment frames on which capacity design concepts are applied to resist earthquake induced forces, are generally considered robust structures, with adequate resistance against collapse for other extreme hazards, for example blast or impact. Starting from this point, the present paper summarizes the results of some recent studies carried out in the Department of Steel Structures and Structural Mechanics and CEMSIG Research Center from Politehnica University Timisoara, aiming to evaluate the influence of beam-to-column joints, designed to satisfy seismic design requirements, on the progressive collapse resistance of multi-story steel frame buildings.

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Wan, Hai Tao, and Peng Li. "Test Research on Seismic Performance of Column." Applied Mechanics and Materials 166-169 (May 2012): 1058–61. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1058.

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Reinforced concrete (RC) column component is a very important lateral force-resisting member which is widely used in China. Its seismic behavior has a great impact on the seismic performance of the overall structure. Damage of some reinforced concrete frame structures under the earthquake is caused by the damage of columns, So RC columns are an essential seismic members. The paper introduces the design of RC column specimen, mechanical properties of materials, production of RC column specimen, test method, loading device, loading system, the contents of measurement and data acquisition in detail. From the above analysis, it is obvious that the test is the most effective means of studying the seismic performance of column.

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Aguaguiña, Mario, Ying Zhou, Shun Ming Gong, and Zhi Qing Fang. "Application of Buckling-Restrained Braces in the Seismic Design of a Thermal Power Plant in China." Key Engineering Materials 763 (February 2018): 1017–24. http://dx.doi.org/10.4028/www.scientific.net/kem.763.1017.

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This paper presents the use of buckling-restrained braces (BRBs) in the design of the main building of a thermal power plant as an alternative for the construction of such kind of large industrial facilities. The project is located in Suqian, Jiangsu Province, a region of high seismic demand (Intensity 8) in China. The main lateral force resisting system used for the structure of this project is composed of a combination of conventional concentrically braced frames (CBFs) and buckling-restrained braced frames (BRBFs). The paper explores the seismic design and performance assessment of this industrial steel building according to the provisions of the Chinese code. Response spectrum analysis and time-history analysis were conducted under two levels of seismic hazard: minor earthquake (63.2%/50 years) and major earthquake (2%/50 years). Results indicate that BRBs effectively helped to control lateral deformation and dissipated energy in stable manner, making the structure composed of CBFs and BRBFs to show the seismic performance as intended by the code.

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