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Добірка наукової літератури з теми "SEISMIC FORCE"

Автор: Grafiati

Опубліковано: 11 вересня 2023

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Статті в журналах з теми "SEISMIC FORCE"

1

Hawkins, Neil M., and S. K. Ghosh. "Seismic-Force-Resisting Systems." PCI Journal 45, no. 5 (September 1, 2000): 34–45. http://dx.doi.org/10.15554/pcij.09012000.34.45.

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2

Yan, Xian Li, Qing Ning Li, Chang Gao, and Li Ying Wang. "Research on Dynamic Performance of Concrete-Filled Steel Tubular Trussed Arch Bridge under Earthquake." Advanced Materials Research 368-373 (October 2011): 1222–26. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.1222.

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Taking a double span- swallows-type CFST (concrete-filled steel tubular) trussed arch bridge as an engineering example; a spatial finite element analysis model is established to calculate its dynamic characteristic. The seismic responses in different earthquake input directions are calculated based on the elastic dynamic time history method. Results show that: the out-plane stability of the bridge is weaker than that of the in-plane; the torsion resistance ability of the bridge deck is smaller than that of the arch ribs; the axial force-Fx, shear force-Fz and bending moment-My of the bridge are mainly controlled by longitudinal seismic forces, whereas the shear forces-Fy, bending moment-Mz and torque-Mx are mainly controlled by transverse seismic forces; vertical seismic force has a considerable effect on internal forces of the bridge, so it can not be ignored in seismic design.

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3

Bai, Bing, Ze Yu Wu, and Xiao Shan Deng. "Longitudinal Seismic Forces of Long-Span Bridge." Advanced Materials Research 255-260 (May 2011): 1134–37. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.1134.

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Based on the numerical simulation and finite element method, the longitudinal seismic action of a long-span continuous bridge is systematically analyzed. Four load cases are considered, i.e. bridge without piers, bridge with piers, neglecting friction force and combining friction force and pier scouring respectively. Calculation results show that: when considering the piers, the contribution of piers to bridge longitudinal seismic forces is depending on the concrete problems; when the friction force of rubber supports is regarded, sliding support greatly enhances the longitudinal overall rigidity of the bridge, but the force is resolved to each rubber support and can improve the stress state of the fixed support; considering effect of scouring, the elongation of piers will lead to the decrease of longitudinal overall rigidity, thereby lowering the longitudinal seismic forces. From comparison of the two piers that, the relatively flexible structure has shock absorption to a certain extent, so it is more suitable for the bridge.

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4

Akhtar, Mohsin Aakib Shamim. "Dynamic Seismic Analysis of Multi Storey Buildings in Seismic Zone V." International Journal for Research in Applied Science and Engineering Technology 10, no. 2 (February 28, 2022): 108–15. http://dx.doi.org/10.22214/ijraset.2022.40154.

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Abstract: In India, multi-storied buildings area unit sometimes created because of high value and deficiency of land. Earthquake could be a phenomenon which might generate the foremost harmful forces on structures. Buildings ought to be created safe for lives by correct style and particularisation of structural members so as to possess a ductile sort of failure. To protect such civil structures from significant structural damage, the seismic response of these structures is analyzed along with wind force calculation and forces such as support reactions and joint displacement are calculated and included in the structural design for a vibration resistant structure. The primary objective is to make associate earthquake resistant structure by enterprise seismal study of the structure by static equivalent methodology of study and do the analysis and design of the building by using STAAD PRO software in both static and dynamic analysis Keywords: Dynamic Seismic Analysis, Staad.Pro.

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5

Xu, Qiang, and Xing Jun Qi. "Analysis on Seismic Pounding of Curved Bridge." Applied Mechanics and Materials 90-93 (September 2011): 800–804. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.800.

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Based on the impact phenomenon between the end of the beam and the bridge abutment of the curved continuous bridge during earthquakes, a spatial finite element calculating model with collision element is presented. The law of collision is studied by the nonlinear contact time history analysis method under two three-dimensional ground motions. The variation laws of relative displacement and the internal force at the bottoms of piers are researched. In addition the changing of displacement and internal force at the end diaphragm are studied. The results show that the pounding action can easily lead to significant collision forces between the end beam and the abutment of the curved bridge which increases the axial force of girder evidently. The collision forces and longitudinal displacements from the inner to outer of the diaphragm generally are showed by an increasing trend, and the pounding action is more fierce under Elcentro ground motion than that under Tianjin ground motion.There is no relative displacement of consolided pier, bending moment and shear force of the consolided pier are greater than that of the mobile pier.The conclusions from the present study may serve as a reference base for seismic design of continuous curved bridges.

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6

Chen, Hong Kai, Hong Mei Tang, Ting Hu, Yi Hu, and Xiao Ying He. "Study on Numerical Simulation for Failure Process of Girder Bridge under Seismic Influence." Advanced Materials Research 530 (June 2012): 122–29. http://dx.doi.org/10.4028/www.scientific.net/amr.530.122.

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Based on the finite element analysis software Midas, it takes response spectrum analysis, and posts the failure mechanism and characteristics of Girder Bridge under intense earthquake. Through the seismic response spectrum displacement maps of Girder Bridge, it finds out that the abutment and foundation deformation is in evidence, especially the top of abutment foundation. Through the study of seismic internal force variation on girder and pier, it indicates that the longitudinal earthquake controls axial force, vertical shearing force and in-plane bending moment, transversal earthquake dominates transversal shearing force and out-planes bending moment. And it shows that the pier and mid-span section are seismic response sensitivity parts. The three parts, axial force, longitudinal shearing force and in-plane bending moment, becomes the controlling index of pier intensity. According to the seismic response spectrum displacement for pier and abutment, the transversal anti-seismic stiffness of pier is smaller than longitudinal one, longitudinal seismic force shows no effect on transversal displacement, and the transversal seismic force can augments longitudinal displacement. At the same condition, longitudinal seismic force changes the longitudinal distributing form of abutment and concaves it deeply, and the transversal seismic force can not change its shape, but augment its value.

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7

Paultre, Patrick, Éric Lapointe, Sébastien Mousseau, and Yannick Boivin. "On calculating equivalent static seismic forces in the 2005 National Building Code of Canada." Canadian Journal of Civil Engineering 38, no. 4 (April 2011): 476–81. http://dx.doi.org/10.1139/l11-021.

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Анотація:

Several major changes were introduced in the seismic design provisions of the 2005 edition of the National Building Code of Canada (NBCC). The lateral earthquake design force at the base and the lateral force distribution along the building height depend on the design spectra and on modification factors that, in most cases, require a large number of interpolations and calculations. This note presents a spreadsheet that facilitates determination of the 2005 NBCC seismic design forces from the equivalent static force procedure.

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8

Liang, Jia. "Response and Parameter Analysis of Reinforced Retaining Wall under Earthquake Loading." Applied Mechanics and Materials 268-270 (December 2012): 702–5. http://dx.doi.org/10.4028/www.scientific.net/amm.268-270.702.

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FEM is use for the mechanical analysis of reinforced retaining wall under earthquake loading. The main results are as following. The displacement and axial force increased with the increased seismic intensity. The displacement and axial force decreased with the increased the length of bar strip. The displacement and axial force decreased with the decreased the spacing of bar strip. The displacement and axial force decreased with the increased physical mechanics parameters of filling. Seismic response was similar under bilateral seismic loading and horizontal seismic loading, seismic response was slightly larger under bilateral seismic loading.

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9

Heidebrecht, A. C., and A. Rutenberg. "Evaluation of foundation tie requirements in seismic design." Canadian Journal of Civil Engineering 20, no. 1 (February 1, 1993): 73–81. http://dx.doi.org/10.1139/l93-008.

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A simple structural model is proposed to evaluate the axial force acting on tie beams interconnecting spread footings or pile caps due to differential ground motion estimated on the basis of the travelling wave assumption. The approach is intended to supplement the "ten percent rule" or similar multipliers specified by seismic codes as design axial forces on tie beams. It is shown that the axial force demand is rather modest. However, shear forces between footing and soil may be quite large depending on maximum column displacements and superstructure rigidity. Key words: foundations, tie beams, earthquake, travelling waves, seismic codes.

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10

Ustun, Ozgur, Omer Cihan Kivanc, and Mert Safa Mokukcu. "A Linear Brushless Direct Current Motor Design Approach for Seismic Shake Tables." Applied Sciences 10, no. 21 (October 29, 2020): 7618. http://dx.doi.org/10.3390/app10217618.

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The progress in material and manufacturing technologies enables the emergence of new research areas in electromagnetic actuator applications. Permanent magnet (PM) linear motors are preferred to achieve precise position control and to meet the need for high dynamic forces in the seismic shake tables that are used in analyzing reactions of structure models. The design approaches on the linear motors used in the seismic shake tables may vary depending on the desired force, stroke and acceleration values. Especially, the maximum width, the maximum depth, the maximum linear motor length in longitudinal direction and the maximum travelling distance parameters are the primary design criteria in seismic shake table drive systems. In this paper, a design approach for a linear PM brushless direct current (BLDC) motor with high force/volume, force/weight and force/input power ratios is developed. The design was analyzed using two-dimensional (2D) and three-dimensional (3D) finite element method (FEM) approaches through the ANSYS Maxwell software. The mathematically designed linear BLDC motor was manufactured and subjected to displacement, acceleration and force tests that are used in seismic analyses. The results of the experimental tests validate the convenience of the proposed design approach and the selected parameters.

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Дисертації з теми "SEISMIC FORCE"

1

Leaf, Timothy D. "Investigation of the vertical distribution of seismic forces in the static force and equivalent lateral force procedures for seismic design of multistory buildings /." Available to subscribers only, 2006. http://proquest.umi.com/pqdweb?did=1136093311&sid=1&Fmt=2&clientId=1509&RQT=309&VName=PQD.

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2

Manafpour, Alireza. "Force and displacement-based seismic design of RC buildings." Thesis, Imperial College London, 2002. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.398834.

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3

ZERBIN, Matteo. "Force-Based Seismic Design of Dual System RC Structures." Doctoral thesis, Università degli studi di Ferrara, 2017. http://hdl.handle.net/11392/2488041.

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Seismic design of standard structures is typically based on a force-based design approach. Over the years, this approach has proven to be robust and easy to apply by design engineers and – in combination with capacity design principles – it provided a good protection against premature structural failures. However, it is also known that the force-based design approach as it is implemented in the current generation of seismic design codes suffers from some shortcomings. One of these relates to the fact that the base shear is computed using a pre-defined force reduction factor, which is constant for a certain type of structural system. As a result of this, for the same design input, structures of the same type but different geometry are subjected to different ductility demands and show therefore a different performance during an earthquake. The objective of this research is to present an approach for computing force reduction factors using simple analytical models. These analytical models describe the deformed shape at yield and ultimate displacement of the structure and only require input data that are available when starting the design process, such as geometry and general material properties. The displacement profiles are obtained from section dimensions and section ductility capacities that can be estimated at the beginning of the design process. The so computed displacement ductility is taken as proxy of the force reduction factor. Such analytical models allow to link global to local ductility demands and therefore to compute an estimate of the force ductility reduction factors for wall and frame structures. Finally, this research develops an approach for frame-wall structures as combination of results obtained for wall and frame systems. The proposed method is applied to a set of frame-wall structures and validated by means of nonlinear time history analyses. Obtained results show that the proposed method yields a more accurate seismic performance than the current code design approach. The presented work therefore contributes to the development of revised force-based design guidelines for the next generation of seismic design codes.
La progettazione sismica di strutture è tipicamente basato su un approccio progettuale basato sulle forze. Nel corso degli anni, questo approccio ha dimostrato di essere robusto e facile da applicare dai progettisti e, in combinazione con il principio di gerarchia delle resistenze, fornisce una buona protezione contro i meccanismi di collasso fragili. Tuttavia, è anche noto che l'approccio di progettazione in forze così come attuato nell’odierna generazione di normative soffre di alcune carenze. Uno di questi riguarda il fatto che il tagliante alla base è calcolato utilizzando un fattore di struttura predefinito, cioè costante per tipo di sistema strutturale. Di conseguenza, per lo stesso input di progettazione, strutture dello stesso tipo ma diversa geometria sono sottoposti ad una diversa domanda di duttilità e mostrano quindi una diversa prestazione durante un evento sismico. L'obiettivo di questo studio è quello di presentare un approccio per il calcolo fattori di struttura utilizzando modelli analitici semplici. Questi modelli analitici descrivono la deformata a snervamento e spostamento ultimo della struttura e richiedono solo dati di input disponibili all’inizio del processo di progettazione, quali dati geometrici e proprietà dei materiali. La deformata della struttura ottenuta dalle dimensioni delle sezioni e la capacità in termini di duttilità sezionale possono essere stimati all'inizio della progettazione. La duttilità è alla base della formulazione del fattore di struttura come proposto dai modelli analitici presentati. Tali modelli analitici permettono di collegare le duttilità sezionali alla duttilità strutturale e quindi calcolare una stima del fattore di struttura per struttura a pareti e a telaio. Infine, si sviluppa un approccio per strutture duali di tipo telaio-parete come combinazione di risultati ottenuti per i sistemi singoli. Il metodo proposto è applicato ad un insieme di strutture duali e validato con analisi dinamiche non lineari. Si dimostra che il metodo proposto produce una più accurata prestazione sismica rispetto all'approccio progettuale delle normative odierne. Il lavoro presentato contribuisce pertanto allo sviluppo di nuove linee guida per la progettazione sismica nella prossima generazione di normative.

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4

Hague, Samuel Dalton. "Eccentrically braced steel frames as a seismic force resisting system." Kansas State University, 2013. http://hdl.handle.net/2097/15610.

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Master of Science
Department of Architectural Engineering
Kimberly Waggle Kramer
Braced frames are a common seismic lateral force resisting system used in steel structure. Eccentrically braced frames (EBFs) are a relatively new lateral force resisting system developed to resist seismic events in a predictable manner. Properly designed and detailed EBFs behave in a ductile manner through shear or flexural yielding of a link element. The link is created through brace eccentricity with either the column centerlines or the beam midpoint. The ductile yielding produces wide, balanced hysteresis loops, indicating excellent energy dissipation, which is required for high seismic events. This report explains the underlying research of the behavior of EBFs and details the seismic specification used in design. The design process of an EBF is described in detail with design calculations for a 2- and 5-story structure. The design process is from the AISC 341-10 Seismic Provisions for Structural Steel Buildings with the gravity and lateral loads calculated according to ASCE 7-10 Minimum Design Loads for Buildings and Other Structures. Seismic loads are calculated using the Equivalent Lateral Force Procedure. The final member sizes of the 2-story EBF are compared to the results of a study by Eric Grusenmeyer (2012). The results of the parametric study are discussed in detail.

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5

Fuqua, Brandon W. "Buckling restrained braced frames as a seismic force resisting system." Manhattan, Kan. : Kansas State University, 2009. http://hdl.handle.net/2097/1131.

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6

Li, Xinrong. "Reinforced concrete columns under seismic lateral force and varying axial load." Thesis, University of Canterbury. Civil Engineering, 1994. http://hdl.handle.net/10092/7593.

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The project is carried out with the intention to study the strength and ductility of reinforced concrete columns subjected to simulated seismic horizontal loading and varying axial load. First, an extensive review of previous research on the behaviour of reinforced concrete members and hysteretic modelling is provided. Then, the experimentally investigation which involves testing a total of nine reinforced concrete specimens under simultaneously cyclic lateral loading and varying axial load is carried out. The first series of six reinforced concrete column units were tested to obtain the variations in flexural hysteretic behaviour with fluctuation in axial load level. In the second phase of experimental investigation, three specimens were tested to study the shear strength of reinforced concrete columns subjected to cyclic lateral loading and varying axial load with emphasis placed on the study of degrading concrete shear resisting mechanisms and comparisons with the present design code equations for shear strength. Following the experimental program, the mechanisms of shear resistance and the factors affecting the shear strength are considered. In particular, the effects of alternating tension and compression axial load on the shear resisting mechanisms are studied. On the basis of experimental results, proposals are made for predicting shear strength of reinforced concrete column of ductility and limited ductility. Next, the theoretical work was undertaken to investigate the elastic and post-yield flexural rigidities of reinforced concrete sections. The equations for determining the elastic and post-yield flexural regidities are presented. Also, a moment-curvature hysteretic model including varying axial loading effect is proposed. The theoretical predictions for the moment-curvature hysteresis relationship were found to compare well with the experimental results. Finally, an example is given of inelastic dynamic response analysis of reinforced concrete frame using the proposed moment-curvature model which includes the effects of varying axial load on the yield moment, and loading and unloading stiffness of the structural members.

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7

Murphy, Michael. "Performance based evaluation of prequalified steel seismic force resisting structures in Canada." Thesis, University of British Columbia, 2012. http://hdl.handle.net/2429/43701.

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Structural Steel is one of the most important building materials used worldwide; special Seismic Force Resisting Systems (SFRS) have been developed to use steel to resist seismic forces in earthquake prone regions. In Canada, several steel SFRS have been adopted in the code, these include Moment Resisting Frames, Concentrically and Eccentrically Braced Frames, Buckling Restrained Braced Frames and Steel Plate Shear Walls; conventional construction frames may also be designed which have no seismic detailing. The design of these systems is covered comprehensively in literature; however no guidance has been provided regarding the selection of the best system for a project. In this thesis, the relative merits of each of the prequalified systems have been studied. A five story office building located in Vancouver, British Columbia, was redesigned nine times implementing each of the clauses for seismic design in CSA S16-09. The relative performance of each are compared using the Performance Based Earthquake Engineering (PBEE) method. PBEE accounts for the uncertainties in the seismic hazard, structural response and structural damage and their effect on the building performance during an earthquake. The relative merits of these systems were evaluated in terms of material usage and financial loss of the structure after a seismic event. The conclusion is that although the Moment Resisting Frame carries the lowest repair costs, it uses 20% more steel than the Eccentrically Braced Frame. The optimum systems in terms of material usage and repair costs were the Steel Plate Shear Wall (type ductile) and the Eccentric Braced Frame. The worst performing were the buildings designed with low ductility; both the conventional construction and limited ductility Concentrically Braced Frame structures performed poorly. Analysis shows that under the conditions of this thesis, most of the repair costs are related to the acceleration sensitive nonstructural components. Systems designed with higher ductility experienced lower accelerations and therefore lower costs. The PBEE methodology is an effective approach for evaluating different structures and comparing how they perform dynamically in an earthquake. Using PBEE, this thesis shows the advantages of frames designed in Canada for high ductility in economic terms.

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8

Stallbaumer, Cassandra. "Design comparison of hybrid masonry types for seismic lateral force resistance for low-rise buildings." Thesis, Kansas State University, 2016. http://hdl.handle.net/2097/32534.

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Master of Science
Architectural Engineering and Construction Science
Kimberly W. Kramer
The term hybrid masonry describes three variations of a lateral force resisting system that utilizes masonry panels inside steel framing to resist lateral loads from wind or earthquakes. The system originates from the rich history of masonry in the construction industry and is currently used in low-rise, low-seismic, wind-governed locations within the United States. Considerable research is focused on hybrid systems to prove their validity in high-seismic applications. The three variations of hybrid masonry are known by number. Type I hybrid masonry utilizes the masonry panel as a non-load-bearing masonry shear wall. Shear loads from the diaphragm are transferred into the beam, through metal plates, and over an air gap to the top of the masonry panel. The masonry panel transfers the shear to the beam below the panel using compression at the toe of the wall and tension through the reinforcement that is welded to the beam supporting the masonry. Steel framing in this system is designed to resist all gravity loads and effects from the shear wall. Type II hybrid masonry utilizes the masonry as a load-bearing masonry shear wall. The masonry wall, which is constructed from the ground up, supports the floor live loads and dead load of the wall, as well as the lateral seismic load. Shear is transferred from the diaphragm to the steel beam and into the attached masonry panel via shear studs. The masonry panel transfers the seismic load using compression at the toe and opposite corner of the panel. Type III hybrid masonry also utilizes the masonry panel as a load-bearing masonry shear wall, but the load transfer mechanisms are more complicated since the panel is attached to the surrounding steel framing on all four sides of the panel. This study created standard building designs for hybrid systems and a standard moment frame system with masonry infill in order to evaluate the validity of Type I and II hybrid masonry. The hybrid systems were compared to the standard of a moment frame system based on constructability, design, and economics.

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9

Bakr, Junied. "Displacement-based approach for seismic stability of retaining structures." Thesis, University of Manchester, 2018. https://www.research.manchester.ac.uk/portal/en/theses/displacementbased-approach-for-seismic-stability-of-retaining-structures(fed35f6a-9a0d-46ae-8607-1dc434dc7c28).html.

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This thesis presents a unique finite element investigation of the seismic behaviour of 2 retaining wall types â a rigid retaining wall and a cantilever retaining wall. The commercial finite element program PLAXIS2D was used to develop the numerical simulation models. The research includes: (1) validating the finite element model with the results of 3 previously existing centrifuge tests taken from literature; (2) investigating the seismic response of rigid and cantilever retaining walls including studying the effects of contribution of wall displacement, wall and backfill seismic inertia and stiffness of the foundation soil; (3) developing analytical methods to concrete the findings of the numerical models. Based on the results of the seismic response of a rigid retaining wall, a unique relationship between the seismic earth pressure and wall displacement has been developed for the active and passive modes of failure. The seismic active earth pressure has been found to be not dependent on the wall displacement while the seismic passive earth pressure has been found to be highly affected by the wall displacement. The maximum seismic passive earth pressure force and relative horizontal displacement are predicted when the ground earthquake acceleration is applied with maximum amplitude and minimum frequency content. The seismic response of the wall was not affected by the ratio of the frequency content of the earthquake to the natural frequency of the wall-soil system. For the cantilever retaining wall detailed structural integrity and global analyses have been carried out. It has been observed that the seismic earth pressure, computed at the stem and along a vertical virtual plane are found to be out of phase with each other during the entire duration of the earthquake, and hence, the structural integrity and global stability should be evaluated and assessed individually. A critical case for the structural integrity is observed when the earthquake acceleration is applied towards the backfill soil and has frequency content close to the natural frequency of the retaining wall, while, for the global stability, the critical case is observed when the earthquake acceleration has maximum amplitude and is applied towards the backfill soil with minimum frequency content. The structural integrity is also found to be highly dependent on the ratio between the frequency content of earthquake acceleration to the natural frequency of the cantilever retaining wall. The relative horizontal displacement of a rigid and cantilever retaining wall is found to be highly affected by the duration of the earthquake in contrast to what has been observed for the seismic earth pressure force. The structural integrity of a rigid and cantilever retaining wall reduces when the backfill soil has a higher relative density, while the global stability increases when the backfill soil has a high relative density during an earthquake. The results obtained from the analytical methods reveal that the wall seismic inertia force has a significant effect on the structural integrity only for the top of the stem while the base of the stem does not get affected significantly. The modified Newmark sliding block method provided a more reasonable estimation of the relative horizontal displacement of a rigid retaining wall and a cantilever retaining wall compared with the classic Newmark sliding block method.

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10

Lowe, Joshua Brian. "Quantifying Seismic Risk for Portable Ground Support Equipment at Vandenberg Air Force Base." DigitalCommons@CalPoly, 2010. https://digitalcommons.calpoly.edu/theses/269.

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This project develops a quantitative method to evaluate the seismic risk for portable GSE at Vandenberg Air Force Base. Using the latest probability data available from the USGS, risk thresholds are defined for portable GSE having the potential to cause a catastrophic event. Additionally, an example tool for design engineers was developed from the seismic codes showing the tipping hazard case can be simplified into strict geometrical terms. The misinterpretation and confusion regarding the Range Safety 24 Hour Rule exemption can be avoided by assessing seismic risk for portable GSE. By using the methods herein to quantify and understand seismic risk, more informed risk decisions can be made by engineering and management. The seismic codes and requirements used and referenced throughout include but are not limited to IBC, ASCE 7, EWR 127-1, and AFSPCMAN 91-710.

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Книги з теми "SEISMIC FORCE"

1

Oregon. State Interagency Seismic Safety Task Force. Report to Governor Neil Goldschmidt from the State Interagency Seismic Safety Task Force. Salem, Or: The Division, 1990.

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2

Y, Cheng Franklin, ed. Seismic design aids for nonlinear pushover analysis of reinforced concrete and steel bridges. Boca Raton, FL: CRC Press, 2012.

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3

Seismic and wind forces: Structural design examples. Country Club Hills, IL: International Code Council, 2012.

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4

Alan, Williams. Seismic and wind forces: Structural design examples. Country Club Hills, Ill: International Code Council, 2003.

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5

Alan, Williams. Seismic and wind forces: Structural design examples. 3rd ed. Country Club Hills, Ill: International Code Council, 2007.

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6

Emerick, Shannon Anderson. Wood platform construction and its superior resistance to seismic forces. Pullman, Wash: International Marketing Program for Agricultural Commodities & Trade, College of Agriculture & Home Economics, Washington State University, 1992.

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7

Moseley, V. J. "Jon", Andreas Lampropoulos, Eftychia Apostolidi, and Christos Giarlelis. Characteristic Seismic Failures of Buildings. Edited by Stephanos E. Dritsos. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/sed016.

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<p>Earthquakes can cause considerable fatalities, injuries and financial loss. The forces of nature cannot be blamed, as the problem lies with the structures in seismic regions that may not have been designed or constructed to a sufficient degree to resist earthquake actions or they may have design flaws. This Structural Engineering Document (SED) concerns reinforced concrete and masonry buildings together with geotechnical aspects and presents in a concise and practical way the state of the art of current understanding of building failures due to earthquakes. It classifies the different types of seismic failure, explains the reasons for each failure, describes good practices to avoid such failures and also describes seismic retrofitting/upgrading procedures for pre-earthquake strengthening and post-earthquake repair and/or strengthening techniques for deficient buildings. Carefully selected photographs and diagrams illustrate the different failure types. This document could be considered as quite unique, as this is the first time such material concerning characteristic seismic failures of buildings has been presented together in one single document. It is intended to be a valuable educational reference textbook aimed at all levels of experience of engineers. It provides background information, ideas, guidance and reassurance to engineers in earthquake regions faced with the task of building a safer future for the public and to protect lives. <p> <iframe width="560" height="315" src="https://www.youtube-nocookie.com/embed/Oddi3VTtxCM" frameborder="0" allow="accelerometer; autoplay; encrypted-media; gyroscope; picture-in-picture" allowfullscreen></iframe>

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8

V, Leyendecker Edgar, and Geological Survey (U.S.), eds. USGS Spectral response maps and their relationship with seismic design forces in building codes. [Denver, CO]: U.S. Geological Survey, 1995.

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9

1953-, Baradar Majid, ed. Seismic design of building structures: A professional's introduction to earthquake forces and design details. 8th ed. Belmont, CA: Professional Publications, 2001.

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10

M, McMullin Kurt, ed. Seismic design of building structures: A professional's introduction to earthquake forces and design details. 9th ed. Belmont, CA: Professional Publications, 2008.

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Частини книг з теми "SEISMIC FORCE"

1

Charney, Finley A. "Equivalent Lateral Force Analysis." In Seismic Loads, 123–34. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784413524.ch18.

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2

Di Julio, Roger M. "Static Lateral-Force Procedures." In The Seismic Design Handbook, 119–41. Boston, MA: Springer US, 1989. http://dx.doi.org/10.1007/978-1-4615-9753-7_4.

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3

Towhata, Ikuo. "Application of Seismic Inertia Force." In Springer Series in Geomechanics and Geoengineering, 235–50. Berlin, Heidelberg: Springer Berlin Heidelberg, 2008. http://dx.doi.org/10.1007/978-3-540-35783-4_12.

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4

Towhata, Ikuo. "Seismic Force Exerted on Structures." In Springer Series in Geomechanics and Geoengineering, 251–69. Berlin, Heidelberg: Springer Berlin Heidelberg, 2008. http://dx.doi.org/10.1007/978-3-540-35783-4_13.

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5

Di Julio, Roger M. "Linear Static Seismic Lateral Force Procedures." In The Seismic Design Handbook, 247–73. Boston, MA: Springer US, 2001. http://dx.doi.org/10.1007/978-1-4615-1693-4_5.

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6

Papagiannopoulos, George A., George D. Hatzigeorgiou, and Dimitri E. Beskos. "Hybrid Force-Displacement Design." In Seismic Design Methods for Steel Building Structures, 153–93. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-80687-3_5.

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7

Papagiannopoulos, George A., George D. Hatzigeorgiou, and Dimitri E. Beskos. "Force-Based Design of EC8." In Seismic Design Methods for Steel Building Structures, 59–112. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-80687-3_3.

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8

Driver, R. G., D. J. L. Kennedy, and G. L. Kulak. "Establishing seismic force reduction factors for steel structures." In Behaviour of Steel Structures in Seismic Areas, 487–94. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-67.

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9

Tso, W. K., and N. Naumoski. "Evaluation of NBCC 1990 seismic force reduction factors." In Earthquake Engineering, edited by Shamim A. Sheikh and S. M. Uzumeri, 751–58. Toronto: University of Toronto Press, 1991. http://dx.doi.org/10.3138/9781487583217-095.

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10

Zhao, Fei, Shaoyu Zhao, and Shuli Fan. "Effect of Autoclaved Aerated Concrete on Dynamic Response of Concrete Gravity Dam Under Earthquakes." In Lecture Notes in Civil Engineering, 409–26. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-99-2532-2_35.

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AbstractAutoclaved Aerated Concrete (AAC) is commonly used in lower floors buildings in low seismicity areas due to its lightweight property and high energy absorption capacity. This paper proposes a novel application of AAC as an effective seismic countermeasure in the reduction of vibrational energy for concrete gravity dam. According the vibrating characteristics and failure modes of gravity dam under earthquake excitation, AAC was placed in the upper zone of a gravity dam to reduce the seismic inertia force and consequently to increase the seismic safety of the dam. Dynamic responses of two non-overflow sections of a gravity dam were analyzed through finite element analysis utilizing a damaged plasticity constitutive model. The anti-seismic effect of using AAC in gravity dams is researched by inputting different kind of ground motion records. The comparison of the natural vibration characteristics, dam crest displacement, and dynamic damage of the dam were investigated. The results show that, AAC effectively improves seismic resistance of concrete gravity dams, particularly eliminating cracks in the concrete along reduced damage zones, through inertial force reduction and energy dissipation. The results warrant further considerations for applying AAC to gravity dams.

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Тези доповідей конференцій з теми "SEISMIC FORCE"

1

Phillips, T. F. "Quality Control of Seismic Vibrator Output Force." In EAGE workshop on Developments in Land Seismic Acquisition for Exploration. European Association of Geoscientists & Engineers, 2010. http://dx.doi.org/10.3997/2214-4609-pdb.159.e02.

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2

"Formulation of a Conceptual Seismic Code." In SP-157: Recent Developments In Lateral Force Transfer In Buildings. American Concrete Institute, 1995. http://dx.doi.org/10.14359/1006.

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3

Zhang, Xiaozhe, and Franklin Y. Cheng. "Control Force Estimation in Seismic Building Design." In Structures Congress 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41130(369)137.

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4

Kai, Satoru, and Akihito Otani. "Study on Dynamic Alternating Load on Piping Seismic Response." In ASME 2015 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/pvp2015-45287.

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An inertia force resulting from excitation of a structure exposed to ground motion due to an earthquake excites the structure excited and generates a seismic force on the structure. The handling of seismic forces has been being discussed in terms of how the seismic force on a piping controls the deformation of the piping, load-controlled or displacement-controlled. A seismic design code for nuclear facilities applied in Japan qualifies this kind of seismic forces as primary stress components which shall be limited to prevent any plastic collapse, on the assumption that the seismic force mainly consists of load-controlled loads and the deformation due to earthquakes is caused by the loads. On the other hand, theoretically, an inertia force generated from response acceleration under harmonic vibration condition of a structure tends to oppose a response displacement of the structure. Since the inertia force produced from the response acceleration counteracts the response displacement, it is assumed that unstable failures represented by plastic collapse are hardly broken out on such a condition. To figure out the tendency between those forces, several time history analysis using simplified piping models, the vibration characteristic of which were arranged to have various specified natural frequency and specified damping ratio, were performed and the relationship between the element forces which result from response displacements and the inertia forces due to response accelerations have been investigated. The result of this investigation is expected to be useful to improve current seismic design methodology in the future.

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5

"Elongation in Ductile Seismic-Resistant Reinforced Concrete Frames." In SP-157: Recent Developments In Lateral Force Transfer In Buildings. American Concrete Institute, 1995. http://dx.doi.org/10.14359/982.

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6

"Seismic Design of Frame Buildings: a European Perspective." In SP-157: Recent Developments In Lateral Force Transfer In Buildings. American Concrete Institute, 1995. http://dx.doi.org/10.14359/1005.

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7

Otani, Akihito, and Satoru Kai. "Study on Dynamic Response by Alternating and Static Load." In ASME 2016 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/pvp2016-63363.

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An inertia force in a seismic response of structure excited by an earthquake generates the seismic force acting on the structure. The handling of seismic forces has been being discussed in terms of how the seismic force on a piping controls the deformation of the piping, load-controlled or displacement-controlled. A seismic design code for nuclear facilities applied in Japan qualifies this kind of seismic forces as primary stress components which shall be limited to prevent any plastic collapse, on the assumption that the seismic force mainly consists of load-controlled loads and the deformation due to earthquakes is caused by the loads. The authors studied about a condition of plastic collapse occurrence by the relationship between response acceleration and displacement of SDOF system. And it was represented in a previous paper that plastic collapse hardly occurred to soft structure due to an inertia force generated from response acceleration tended to oppose a response displacement. Several elastic plastic response analyses of elastic-perfectly-plastic SDOF model are performed with applying dynamic load and both of dynamic load and static load. By the results of the analyses, three forces, which are inertia force, element force and external force, are investigated the relations against the deformation.

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8

"Studies on the Seismic Response of Waffle-Flat Plate Buildings." In SP-157: Recent Developments In Lateral Force Transfer In Buildings. American Concrete Institute, 1995. http://dx.doi.org/10.14359/987.

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9

"Seismic Retrofit of Beam-to-Column Joints with Grouted Steel Tubes." In SP-157: Recent Developments In Lateral Force Transfer In Buildings. American Concrete Institute, 1995. http://dx.doi.org/10.14359/986.

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10

"Development of Canadian Seismic-Resistant Design Code for Reinforced Concrete Buildings." In SP-157: Recent Developments In Lateral Force Transfer In Buildings. American Concrete Institute, 1995. http://dx.doi.org/10.14359/1008.

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Звіти організацій з теми "SEISMIC FORCE"

1

Michel, Kenan. Performance Based Seismic Design of Lateral Force Resisting System. University of California, San Diego, October 2020. http://dx.doi.org/10.25368/2020.126.

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2

Wu, Yingjie, Selim Gunay, and Khalid Mosalam. Hybrid Simulations for the Seismic Evaluation of Resilient Highway Bridge Systems. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/ytgv8834.

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Bridges often serve as key links in local and national transportation networks. Bridge closures can result in severe costs, not only in the form of repair or replacement, but also in the form of economic losses related to medium- and long-term interruption of businesses and disruption to surrounding communities. In addition, continuous functionality of bridges is very important after any seismic event for emergency response and recovery purposes. Considering the importance of these structures, the associated structural design philosophy is shifting from collapse prevention to maintaining functionality in the aftermath of moderate to strong earthquakes, referred to as “resiliency” in earthquake engineering research. Moreover, the associated construction philosophy is being modernized with the utilization of accelerated bridge construction (ABC) techniques, which strive to reduce the impact of construction on traffic, society, economy and on-site safety. This report presents two bridge systems that target the aforementioned issues. A study that combined numerical and experimental research was undertaken to characterize the seismic performance of these bridge systems. The first part of the study focuses on the structural system-level response of highway bridges that incorporate a class of innovative connecting devices called the “V-connector,”, which can be used to connect two components in a structural system, e.g., the column and the bridge deck, or the column and its foundation. This device, designed by ACII, Inc., results in an isolation surface at the connection plane via a connector rod placed in a V-shaped tube that is embedded into the concrete. Energy dissipation is provided by friction between a special washer located around the V-shaped tube and a top plate. Because of the period elongation due to the isolation layer and the limited amount of force transferred by the relatively flexible connector rod, bridge columns are protected from experiencing damage, thus leading to improved seismic behavior. The V-connector system also facilitates the ABC by allowing on-site assembly of prefabricated structural parts including those of the V-connector. A single-column, two-span highway bridge located in Northern California was used for the proof-of-concept of the proposed V-connector protective system. The V-connector was designed to result in an elastic bridge response based on nonlinear dynamic analyses of the bridge model with the V-connector. Accordingly, a one-third scale V-connector was fabricated based on a set of selected design parameters. A quasi-static cyclic test was first conducted to characterize the force-displacement relationship of the V-connector, followed by a hybrid simulation (HS) test in the longitudinal direction of the bridge to verify the intended linear elastic response of the bridge system. In the HS test, all bridge components were analytically modeled except for the V-connector, which was simulated as the experimental substructure in a specially designed and constructed test setup. Linear elastic bridge response was confirmed according to the HS results. The response of the bridge with the V-connector was compared against that of the as-built bridge without the V-connector, which experienced significant column damage. These results justified the effectiveness of this innovative device. The second part of the study presents the HS test conducted on a one-third scale two-column bridge bent with self-centering columns (broadly defined as “resilient columns” in this study) to reduce (or ultimately eliminate) any residual drifts. The comparison of the HS test with a previously conducted shaking table test on an identical bridge bent is one of the highlights of this study. The concept of resiliency was incorporated in the design of the bridge bent columns characterized by a well-balanced combination of self-centering, rocking, and energy-dissipating mechanisms. This combination is expected to lead to minimum damage and low levels of residual drifts. The ABC is achieved by utilizing precast columns and end members (cap beam and foundation) through an innovative socket connection. In order to conduct the HS test, a new hybrid simulation system (HSS) was developed, utilizing commonly available software and hardware components in most structural laboratories including: a computational platform using Matlab/Simulink [MathWorks 2015], an interface hardware/software platform dSPACE [2017], and MTS controllers and data acquisition (DAQ) system for the utilized actuators and sensors. Proper operation of the HSS was verified using a trial run without the test specimen before the actual HS test. In the conducted HS test, the two-column bridge bent was simulated as the experimental substructure while modeling the horizontal and vertical inertia masses and corresponding mass proportional damping in the computer. The same ground motions from the shaking table test, consisting of one horizontal component and the vertical component, were applied as input excitations to the equations of motion in the HS. Good matching was obtained between the shaking table and the HS test results, demonstrating the appropriateness of the defined governing equations of motion and the employed damping model, in addition to the reliability of the developed HSS with minimum simulation errors. The small residual drifts and the minimum level of structural damage at large peak drift levels demonstrated the superior seismic response of the innovative design of the bridge bent with self-centering columns. The reliability of the developed HS approach motivated performing a follow-up HS study focusing on the transverse direction of the bridge, where the entire two-span bridge deck and its abutments represented the computational substructure, while the two-column bridge bent was the physical substructure. This investigation was effective in shedding light on the system-level performance of the entire bridge system that incorporated innovative bridge bent design beyond what can be achieved via shaking table tests, which are usually limited by large-scale bridge system testing capacities.

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Gunay, Selim, Fan Hu, Khalid Mosalam, Arpit Nema, Jose Restrepo, Adam Zsarnoczay, and Jack Baker. Blind Prediction of Shaking Table Tests of a New Bridge Bent Design. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/svks9397.

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Considering the importance of the transportation network and bridge structures, the associated seismic design philosophy is shifting from the basic collapse prevention objective to maintaining functionality on the community scale in the aftermath of moderate to strong earthquakes (i.e., resiliency). In addition to performance, the associated construction philosophy is also being modernized, with the utilization of accelerated bridge construction (ABC) techniques to reduce impacts of construction work on traffic, society, economy, and on-site safety during construction. Recent years have seen several developments towards the design of low-damage bridges and ABC. According to the results of conducted tests, these systems have significant potential to achieve the intended community resiliency objectives. Taking advantage of such potential in the standard design and analysis processes requires proper modeling that adequately characterizes the behavior and response of these bridge systems. To evaluate the current practices and abilities of the structural engineering community to model this type of resiliency-oriented bridges, the Pacific Earthquake Engineering Research Center (PEER) organized a blind prediction contest of a two-column bridge bent consisting of columns with enhanced response characteristics achieved by a well-balanced contribution of self-centering, rocking, and energy dissipation. The parameters of this blind prediction competition are described in this report, and the predictions submitted by different teams are analyzed. In general, forces are predicted better than displacements. The post-tension bar forces and residual displacements are predicted with the best and least accuracy, respectively. Some of the predicted quantities are observed to have coefficient of variation (COV) values larger than 50%; however, in general, the scatter in the predictions amongst different teams is not significantly large. Applied ground motions (GM) in shaking table tests consisted of a series of naturally recorded earthquake acceleration signals, where GM1 is found to be the largest contributor to the displacement error for most of the teams, and GM7 is the largest contributor to the force (hence, the acceleration) error. The large contribution of GM1 to the displacement error is due to the elastic response in GM1 and the errors stemming from the incorrect estimation of the period and damping ratio. The contribution of GM7 to the force error is due to the errors in the estimation of the base-shear capacity. Several teams were able to predict forces and accelerations with only moderate bias. Displacements, however, were systematically underestimated by almost every team. This suggests that there is a general problem either in the assumptions made or the models used to simulate the response of this type of bridge bent with enhanced response characteristics. Predictions of the best-performing teams were consistently and substantially better than average in all response quantities. The engineering community would benefit from learning details of the approach of the best teams and the factors that caused the models of other teams to fail to produce similarly good results. Blind prediction contests provide: (1) very useful information regarding areas where current numerical models might be improved; and (2) quantitative data regarding the uncertainty of analytical models for use in performance-based earthquake engineering evaluations. Such blind prediction contests should be encouraged for other experimental research activities and are planned to be conducted annually by PEER.

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4

SEISMIC RESILIENCE ASSESSMENT OF A SINGLE-LAYER RETICULATED DOME DURING CONSTRUCTION. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.353.

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The seismic bearing capacity of an incomplete single-layer reticulated dome during construction is significantly lower than that of a complete dome. To assess the seismic resilience of incomplete single-layer reticulated domes and find the most unfavorable construction stage, a new curve of recovery functionality and methodology of seismic resilience during construction were established in this study. Under the combined action of the bending moment and axial force, the damage state criterion of circular steel pipes was improved through hysteresis simulation analysis. Based on the elastoplastic time-history analysis of different construction models, the damage state levels of all structural members were employed to estimate the functionality loss after an earthquake event. The repair path and the repair time of damaged steel pipes were defined, and the structural recovery functionality was computed to assess the seismic resilience. The proposed methodology in this paper was illustrated using a 40-meter span of the Kiewitt-8 dome with six circular grids considering both the construction process and seismic hazards. The results indicate that seismic resilience is related to the incomplete structural form of the dome during construction. The repair time will be the longest, and the seismic resilience will be the lowest if the incomplete dome suffers the earthquake during the construction period when installing the fourth circular grid from outside to inside.

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5

SEISMIC RESILIENCE ASSESSMENT OF A SINGLE-LAYER RETICULATED DOME DURING CONSTRUCTION. The Hong Kong Institute of Steel Construction, March 2023. http://dx.doi.org/10.18057/ijasc.2023.19.1.10.

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The seismic bearing capacity of an incomplete single-layer reticulated dome during construction is significantly lower than that of a complete dome. To assess the seismic resilience of incomplete single-layer reticulated domes and find the most unfavorable construction stage, a new curve of recovery functionality and a new methodology of seismic resilience during construction were established in this study. Under the combined action of the bending moment and axial force, the damage state criterion of circular steel pipes was improved through hysteresis simulation analysis. Based on the elastoplastic time-history analysis of different construction models, the damage state levels of all structural members were employed to estimate the functionality loss after an earthquake event. The repair path and the repair time of damaged steel pipes were defined, and the structural recovery functionality was computed to assess the seismic resilience. The proposed methodology in this paper was demonstrated using a 40-meter span of the Kiewitt-8 dome with six circular grids considering both the construction process and seismic hazards. The results indicate that seismic resilience is related to the incomplete structural form of the dome during construction. The repair time will be the longest and the seismic resilience will be the lowest if the incomplete dome suffers an earthquake during the construction period when installing the fourth circular grid from outside to inside.

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6

SEISMIC BEHAVIOR OF BUCKLING RESTRAINED BRACE WITH FULL-LENGTH OUTER RESTRAINT: EXPERIMENT AND RESTORING FORCE MODEL. The Hong Kong Institute of Steel Construction, September 2023. http://dx.doi.org/10.18057/ijasc.2023.19.3.1.

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In order to solve the instabilities, fracture failures, and difficult repairs of welded gusset plates in buckling-restrained braced frames (BRBFs) under severe earthquakes, the idea of a full-length outer restraint BRB (FLBRB) is introduced. This new brace consists of a cross-section core, two end-weakened connectors, and a full-length outer restraint. In this paper, three FLBRBs with different parameters were designed, and their mechanical behaviors were evaluated through quasi-static testing, including failure mode, stress distribution and hysteretic behavior. Besides, the refined FE models were established and compared with the test. And the simplified bilinear load-displacement model and hysteretic rule considering the degradation of unloading stiffness are proposed based on the experimental investigation and FE simulation, the simplified bilinear load-displacement model and hysteretic rule considering the degradation of unloading stiffness are proposed, as well as the formulas for calculating the stiffness of either loading or unloading. The results demonstrate that the FLBRB has good hysteresis performance as it can confine the plastic to the weakened connectors and the BRB. Furthermore, the simplified restoring force model was verified by comparing it with the experiment, indicating that the load–displacement curve of the FLBRB could be accurately predicted by the suggested theoretical formula and model. These research results can be adopted to provide theoretical foundation for the engineering application of the FLBRB.

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7

SEISMIC PERFORMANCE OF SINGLE-LAYER SPHERICAL RETICULATED SHELLS CONSIDERING JOINT STIFFNESS AND BEARING CAPACITY. The Hong Kong Institute of Steel Construction, June 2022. http://dx.doi.org/10.18057/ijasc.2022.18.2.9.

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Fabricated joints are gradually applied in architectural structures because of their advantages of good economy, high installation quality and efficiency. However, the mechanical properties of this kind of joint are semi-rigid differing from traditional rigid and hinged joints. Therefore, the performance of the structures with such joints is not clear, which greatly limits the wide application of fabricated joints. This paper presents the investigation on the seismic performance of the semi-rigid single-layer reticulated shell structure (SRSS) under earthquake load by numerical simulation and theoretical analysis. A finite element model (FEM) of the semi-rigid reticulated shell was established. The influence of joint stiffness on the seismic performance of semi-rigid SRSS was obtained by taking both initial defects and material damage accumulation into account. The two design parameters, limit stiffness ratio and limit yield moment of the joints, were proposed for the semi-rigid reticulated shells. The influence of the roof span, roof weight and member section on the two design parameters was obtained and the calculation formula was established. The seismic force coefficient for the semi-rigid SRSS was obtained, which can provide support for the seismic design of semi-rigid SRSS.

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8

ENERGY DISSIPATION OF STEEL-CONCRETE COMPOSITE BEAMS SUBJECTED TO VERTICAL CYCLIC LOADING. The Hong Kong Institute of Steel Construction, September 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.3.

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The finite element (FE) software ABAQUS was used to establish a 3D FE model and perform a pseudo-static analysis of steel–concrete composite beams. With the validated model, the influences of several key parameters, including shear connection degree, force ratio, and transverse reinforcement ratio, on seismic behavior were investigated and discussed. In addition, the working performance of studs was analyzed. The FE analysis results show that the steel girder is the main energy dissipation component of the composite beam, and the energy dissipation of the steel girder is more than 80% of the total energy. The next is longitudinal reinforcement, followed by a concrete slab, the minimum proportion is the studs. Results show that the energy dissipation ratio of studs is less than 1% under the condition of the parameters. However, an increase in shear connection is beneficial to improve the energy dissipation of steel girders and rebars. Shear connection, force ratio, and steel girder width–thickness ratio are the major factors that influence bearing capacity and seismic behavior. Transverse reinforcement, section form, and stud diameter are the secondary factors. Finally, a seismic design for composite beams was established.

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9

STUDY ON SEISMIC BEHAVIOR OF TRAPEZOIDAL CORRUGATED STEEL PLATE SHEAR WALL STRUCTURE WITH PEC COLUMN. The Hong Kong Institute of Steel Construction, June 2023. http://dx.doi.org/10.18057/ijasc.2023.19.2.8.

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This paper has carried out experimental and numerical research on the hysteretic characteristics of a corrugated steel plate shear wall which has a partially encased composite (PEC) column (PEC-CSPSW). Two single layer PEC-CSPSW cycle tests were conducted. For the sake of simulating the experimental results, the writer made a numerical model and verified it. The capacity of energy dissipation and failure mode of the structure were studied. The results displayed the PEC-CSPSWs had excellent bearing capacity, ductility, and energy dissipation feature, and the bearing capacity declined gradully. The PEC composite column could heighten the frame column’s stiffness, enhance the steel plate anchoring effect , and then give full play to its post-buckling strength. The effects of the thickness, wavelength, wave height of the corrugated steel plate, and the strength of concrete on the lateral force resistance were analyzed. The results indicated that, under the rational parameter design, the CSPSW proposed in this paper had a high bearing capacity and strong energy dissipation feature. Besides, it was an ideal lateral force resisting and energy dissipation member.

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SEISMIC DESIGN AND ANALYSIS OF STEEL PANEL DAMPERS FOR STEEL FRAME BUILDINGS (ICASS’2020). The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.k09.

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Анотація:

A ductile Vierendeel frame can be constructed by incorporating steel panel dampers (SPD) into a moment-resisting frame (MRF). The proposed three-segment SPD consists of a center inelastic core (IC) and top and bottom elastic joints. This paper introduces the mechanical properties of the SPD,and the capacity design method (CDM) of the SPD-MRF. Tests indicate that SPDs’ cyclic force vs.deformation relationships can be accurately simulated using either the Abaqus or PISA3D model analyses. The paper presents the CDM for boundary beams connected to the SPDs of a typical SPDMRF. The seismic performance of an example six-story SPD-MRF is evaluated using nonlinear response history analysis procedures and 240 ground accelerations at three hazard levels. Results indicate that under eighty maximum considered earthquake (MCE) ground accelerations, the meanplus-one standard deviation of the shear deformation of the ICs in the SPDs is 0.055 rad, substantially less than the 0.11 rad deformational capacity observed from the SPD specimens.

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