Letteratura scientifica selezionata sul tema "Buildings Steel framing (Building) Lateral loads"
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Articoli di riviste sul tema "Buildings Steel framing (Building) Lateral loads"
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Rezaeian, Hooman, George Charles Clifton e James B. P. Lim. "Compatibility Forces in Floor Diaphragms of Steel Braced Multi-Story Buildings". Key Engineering Materials 763 (febbraio 2018): 310–19. http://dx.doi.org/10.4028/www.scientific.net/kem.763.310.
Testo completoAbstract (sommario):
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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Humar, Jagmohan, e Marjan Popovski. "Seismic response of single-storey buildings with flexible diaphragms". Canadian Journal of Civil Engineering 40, n. 9 (settembre 2013): 875–86. http://dx.doi.org/10.1139/cjce-2012-0493.
Testo completoAbstract (sommario):
The roof framing in single-storey buildings with large foot prints, generally used for commercial, educational, or institutional purposes, often consists of a flexible steel deck or wood panel diaphragm. Resistance to seismic lateral loads is provided by steel bracings, masonry shear walls, concrete shear walls, wood panel shear walls, or cold formed wall systems. The response of such buildings to seismic loads is strongly affected by the flexibility of the roof diaphragm. Diaphragm flexibility alters the manner in which the inertia forces, shears, and bending moments are distributed along the length of the diaphragm. In addition, it causes a significant increase in the ductility demand on the lateral load resisting system that is expected to be strained into the inelastic range under the design earthquake. Results of a study on the linear and nonlinear seismic response of buildings with flexible diaphragms are presented.
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Sastare, Ms Sayali. "Seismic Behaviour of Steel Staggered Truss in Building". International Journal for Research in Applied Science and Engineering Technology 9, n. VI (15 luglio 2021): 725–31. http://dx.doi.org/10.22214/ijraset.2021.36450.
Testo completoAbstract (sommario):
In this study staggered-truss system (STS) is studied for structural steel framing for the multi-story and high-rise buildings. The staggered-truss systems (STS) consists of a series of story-high trusses spanning the total width between two rows of external columns and arranged in a staggered pattern on adjacent column lines. The system is known to be appropriate for use in residential buildings such as apartments, dormitory and hotels. The columns are located only on the external faces of the building. The large clear span and open areas can be created. The interaction of the floors, trusses, and columns makes the structure perform as a single unit, there by taking maximum advantage of the strength and rigidity of all the components simultaneously. Each component performs its particular function, totally dependent upon the others for its performance. These column free areas can be utilized for ballrooms, concourses and other large areas. The one added benefit of the staggered-truss framing system is that it is highly efficient for resistance to the lateral loading caused by wind and earthquake. The stiffness of the STS provides the desired drift control for wind and earthquake loadings. The staggered-truss framing system is one of the quickest available methods to use during winter construction. The floor system not only carries the direct vertical loads. In addition, It has to act as a diaphragm to transfer the horizontal shear forces between stories through truss diagonals. Because of this double use concept this system results in a lighter structure and provides more column-free space than a conventional beam-column framed structure.
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Miglietta, Marco, Nicolò Damiani, Gabriele Guerrini e Francesco Graziotti. "Full‐scale shake‐table tests on two unreinforced masonry cavity‐wall buildings: effect of an innovative timber retrofit". Bulletin of Earthquake Engineering 19, n. 6 (7 marzo 2021): 2561–96. http://dx.doi.org/10.1007/s10518-021-01057-5.
Testo completoAbstract (sommario):
AbstractTwo full-scale building specimens were tested on the shake-table at the EUCENTRE Foundation laboratories in Pavia (Italy), to assess the effectiveness of an innovative timber retrofit solution, within a comprehensive research campaign on the seismic vulnerability of existing Dutch unreinforced masonry structures. The buildings represented the end-unit of a two-storey terraced house typical of the North-Eastern Netherlands, a region affected by induced seismicity over the last few decades. This building typology is particularly vulnerable to earthquake excitation due to lack of seismic details and irregular distribution of large openings in masonry walls. Both specimens were built with the same geometry. Their structural system consisted of cavity walls, with interior load-bearing calcium-silicate leaf and exterior clay veneer, and included a first-floor reinforced concrete slab, a second-floor timber framing, and a roof timber structure supported by masonry gables. A timber retrofit was designed and installed inside the second specimen, providing an innovative sustainable, light-weight, reversible, and cost-effective technique, which could be extensively applied to actual buildings. Timber frames were connected to the interior surface of the masonry walls and completed by oriented strands boards nailed to them. The second-floor timber diaphragm was stiffened and strengthened by a layer of oriented-strand boards, nailed to the existing joists and to additional blocking elements through the existing planks. These interventions resulted also in improved wall-to-diaphragm connections with the inner leaf at both floors, while steel ties were added between the cavity-wall leaves. The application of the retrofit system favored a global response of the building with increased lateral capacities of the masonry walls. This paper describes in detail the bare and retrofitted specimens, compares the experimental results obtained through similar incremental dynamic shake-table test protocols up to near-collapse conditions, and identifies damage states and damage limits associated with displacements and deformations.
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Sivakumaran, K. S. "Lateral load response of unbraced steel building frames". Canadian Journal of Civil Engineering 17, n. 6 (1 dicembre 1990): 974–86. http://dx.doi.org/10.1139/l90-109.
Testo completoAbstract (sommario):
The standard CAN3-S16.1-M84 "Steel structures for buildings — limit states design" recognizes three sets of assumptions in the analysis, design, and construction of steel buildings. In two of them the connections are assumed to be either fully rigid (continuous construction, clause 8.2) or completely free (simple construction, clause 8.3.1). In the third type of construction, termed here as "special simple construction" (clause 8.3.2), the beam-to-column connections are assumed to be completely free (pinned) to resist gravity loads and are assumed to be rigid to resist the lateral loads due to earthquake or wind. Such connnections are designed for moments due to lateral loads only, and thus they are more flexible and may yield at ultimate load levels. This paper illustrates the analysis and design of two (one 5-storey and the other 10-storey) office buildings assumed to be located in Hamilton, Ontario, on the basis of special simple construction. Using realistic connection behaviour, the influence of connection flexibility and strength on the performance of these buildings is studied. In the nonlinear static analysis, the buildings have been subjected to gravity loads and incremental lateral loads until failure. For comparison purposes, the building frames were also analysed and designed, based on continuous construction assumptions. The results showed increased drifts and decreased overall strength due to connection flexibility and strength. Thus, the system based on continuous construction structurally performs better than the system based on special simple construciton. As far as the economy is concerned both systems appear to be equivalent. Key words: building design, steel structures, flexible connections, analysis, wind load, earthquake load, strength.
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Mai, Khoi D., William F. Cofer e Donald A. Bender. "Predicting Behavior of Steel-Clad, Wood-Framed Shear Walls under Cyclic Lateral Loading". Transactions of the ASABE 64, n. 2 (2021): 413–24. http://dx.doi.org/10.13031/trans.14250.
Testo completoAbstract (sommario):
HighlightsA finite element analysis (FEA) model was developed to predict behavior of steel-clad, wood-framed (SCWF) shear walls under cyclic loading.This FEA model will be useful in determining post-frame building response to seismic forces.The model will save time and money in developing design coefficients and planning experiments for SCWF shear walls.Abstract. This article presents finite element (FEA) model results of steel-clad, wood-framed (SCWF) shear walls under cyclic lateral loading. The shear wall model consists of beam elements to model framing members, equivalent orthotropic plane stress elements to model corrugated steel cladding, linear spring elements to model nail connectors between framing members, and nonlinear hysteresis spring elements to model screw connectors. Screw connectors attaching steel panels to wood framing and steel panels to steel panels at lap joints were tested under cyclic loading to provide the constitutive relationships needed. A modified Bouc-Wen-Barber-Noori (BWBN) model was developed to capture slack, pinching, and strength and stiffness degradation of screw connectors under cyclic loading. The finite element models were validated by comparing them with experimental test results of six different SCWF shear wall configurations. Predicted peak shear strengths for most load cycles were slightly higher than those from the experimental tests, especially for stitched shear walls. Visual inspection of the FEA predicted hysteretic load curves demonstrated that pinching, and strength and stiffness degradation were well captured. The results of this study demonstrate the utility of the FEA model for comparative studies of different SCWF shear wall constructions under cyclic lateral loading. Keywords: Cyclic lateral loading, Diaphragm design, Post-frame building, Steel-clad wood-frame diaphragm.
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Zhang, Zheng, Xue Feng Cai, Yong Chao Ma e Ji Zhong Zhou. "Experimental Research on Integral Structures of Mobile Steel Buildings". Applied Mechanics and Materials 578-579 (luglio 2014): 555–58. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.555.
Testo completoAbstract (sommario):
Static tests were conducted on a two-story mobile steel building under wind loads, and the building is made of two box units of steel frame structures with light composite wall panels. The mechanical behavior and the deformation properties of the structures were investigated. Based on the static equivalent principle, the lateral loads applied to load points of the top of the columns were imposed to simulate wind loads. The displacement values and the relative shifting values of the integral structures were received. The tests results show that the lateral deformations of the mobile buildings are greatly affected by the relative movements of both the box units.
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Korkmaz, Kasim A., e Musa Uzer. "Seismic Behavior Investigation of Prefabricated Steel Industrial Buildings". Key Engineering Materials 763 (febbraio 2018): 131–38. http://dx.doi.org/10.4028/www.scientific.net/kem.763.131.
Testo completoAbstract (sommario):
Prefabricated steel industrial buildings are designed with design standards against to earthquake loads. Several lateral systems are used to increase the strength of steel industrial buildings against earthquake loads. Most commonly used systems are braced frame systems. In the braced frame systems, the most important problem is the buckling of these members under compression loads. Currently, the cost for buckling restrained braced frame systems are too high. For steel industrial buildings, the buildings` cost are calculated by considering unit weight of steel. The main cost of the building is based on manufacturing of steel and erection of the building. On the other hand, masonry infilled wall systems are preferred to protect the inside. Masonry infill walls are the structural members resisting to compression loads. Masonry infill walls are commonly rigid systems on contrary to braced frame systems since the masonry infill walls are constructed during the both axes. The aim of this study is to evaluate the seismic behavior of prefabricated steel industrial buildings. These industrial buildings were considered in various combinations as bare, with tension strand systems as braced frame members and masonry infill walls which are used to resist lateral forces. Behavior of tension strand systems used as lateral resistance in prefabricated steel buildings comparing to bare and infill walled ones have been investigated. In the models with tension strand systems, various diameters and pretension loads were used for investigation of various cases of structural system.
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Faruqi, Mohammed, Eliborio Pena e Jina Balogh. "GEOTECHNICAL STRUCTURES: INVESTIGATION OF DRILLED SHAFTS IN HIGHLY EXPANSIVE SOILS". Engineering Structures and Technologies 6, n. 2 (6 dicembre 2014): 69–76. http://dx.doi.org/10.3846/2029882x.2014.972633.
Testo completoAbstract (sommario):
Construction over extremely expansive soils raises the risk of structural foundation failure and potential failure to the building itself. This is due to shrinkage and swell characteristics of expansive soils. This works presents an extensive case study of a distressed building built on drilled piers and expansive soil, and describes innovative practical ideas that can be used in the renovation of its foundation. The building is located west of San Antonio, Texas, USA. This building has experienced significant settlements and differential building movement resulting in widespread building distress. The following foundation based structural distresses were found in the building: 1) vertical movements of more than 300 mm, 2) bearing surface had completely spalled away and the beams were supported solely by bent and corroded anchor bolts which were not well confined in the surrounding concrete, 3) the beam rotations and lateral movement caused the steel stub columns supporting the floor framing to tilt sideways. This created eccentric support conditions that could result in sudden instability failure of either the beams or columns, and 4) under bathrooms in the northwest corner of the building, significant corrosion of steel framing was observed due to long term exposure to moisture leaking through cracks in the floor slab above. Drilled piers were studied using spot study, soil data obtained from boreholes and laboratory tests based on American standards. It is recommended that 0.5 m diameter piers of lengths 18.3 m with positive skin friction to prevent uplift, and a load carrying capacity of 1737 kN be used to rehabilitate the failing foundation. Also, new shafts are to be designed for a minimum factor of safety 2.5 and the rejection of an unacceptable pier required installation of one or more replacement piers at locations that would facilitate load transfer from the structure above.
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Iqbal, Md Shahid. "Analysis & Designing of Multistorey Building with Steel Plate Shear Wall". International Journal for Research in Applied Science and Engineering Technology 9, n. 8 (31 agosto 2021): 2111–22. http://dx.doi.org/10.22214/ijraset.2021.37750.
Testo completoAbstract (sommario):
Abstract: Structural design and analysis produces the capability of resisting all the applied loads without failure during its intended life. Lateral loads mainly due to earthquake govern the design of high-rise buildings. The interior structural system or exterior structural system provides the resistance to lateral loads in the structure. The present paper describes the analysis and design of high-rise buildings with Steel Plate Shear Wall (SPSW) for (G+20) stories. The properties of Steel plate shear wall system include the stiffness for control of structural displacement, ductile failure mechanism and high-energy absorption. The design and analysis of the composite building with steel plate shear wall is carried out using software ETABS. The present study is to carry out the response spectrum analysis of a high-rise composite building by optimizing the thickness of steel plate shear wall and to compare the results of displacement, story drift, overturning moment and story shear. The models are analyzed by Response Spectrum analysis as per IS 1893:2002. All structural members are designed as per IS 456:2002 & IS 800:2007 considering all load combinations. Keywords: Seismic; Composite; Shear Wall; Earthquake; Reinforced concrete.
Tesi sul tema "Buildings Steel framing (Building) Lateral loads"
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Jobe, Jeffrey M. "Blast resistant forced entrty [sic] steel stud wall design". Diss., Columbia, Mo. : University of Missouri-Columbia, 2005. http://hdl.handle.net/10355/5850.
Testo completoAbstract (sommario):
Thesis (M.S.)--University of Missouri-Columbia, 2005.The entire dissertation/thesis text is included in the research.pdf file; the official abstract appears in the short.pdf file (which also appears in the research.pdf); a non-technical general description, or public abstract, appears in the public.pdf file. Title from title screen of research.pdf file viewed on (January 23, 2007) Includes bibliographical references.
2
Kim, Yoon Duk. "Behavior and design of metal building frames using general prismatic and web-tapered steel I-section members". Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/33965.
Testo completoAbstract (sommario):
Metal building frames are typically designed using welded prismatic and web-tapered members with doubly-symmetric and/or singly-symmetric cross sections. Until recently, the base U.S. provisions for design of frames with web-tapered members were provided in the AISC ASD (1989) and LRFD (1999) Specifications. Unfortunately, these previous AISC provisions address only a small range of practical designs. As a result, metal building manufacturers have tended to develop their own methods for design of the wide range of nonprismatic member geometries and configurations encountered in practice.
This research develops new design procedures for design of frames using general prismatic members and web-tapered members. An equivalent prismatic member concept utilized in prior research and the prior AISC provisions is generalized to accommodate the broad range of member types and configurations commonly used in metal building industry. Furthermore, the new design procedures incorporate many of the improvements achieved in the AISC (2005&2010) Specifications to metal building frame design. These improvements include a new stability design method, the direct analysis method, more complete considerations of different column buckling limit states (flexural, torsional and flexural-torsional buckling), and improved axial load and flexural resistance provisions. This research develops practical design-based procedures for simplified calculation of the elastic buckling resistances of prismatic and web-tapered members to facilitate the application of the proposed design methods. In addition, this research performs a relatively comprehensive assessment of beam lateral torsional buckling (LTB) behavior and strength of prismatic and web-tapered members using refined virtual test simulation. It is demonstrated that web-tapered members behave in a comparable fashion to prismatic members. Based on the virtual simulation study, recommendations for potential improvement of the AISC LTB resistance equations are provided. Lastly, the strength behavior of several representative metal building frames is studied in detail using the same virtual test simulation capabilities developed and applied for the assessment of the beam LTB resistances.
Libri sul tema "Buildings Steel framing (Building) Lateral loads"
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Emre, Ilgin Hüseyin, a cura di. Tall buildings: Structural systems and aerodynamic form. London: Routledge, Taylor & Francis Group, 2014.
Cerca il testo completoAtti di convegni sul tema "Buildings Steel framing (Building) Lateral loads"
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Pong, Wenshen, e David Nesbet. "Design Implications of Structural Irregularity". In ASME 2002 Pressure Vessels and Piping Conference. ASMEDC, 2002. http://dx.doi.org/10.1115/pvp2002-1418.
Testo completoAbstract (sommario):
Irregular building designs present special problems to the structural engineer due to their uneven distributions of mass, stiffness, and strength. Because of these factors, irregular structures may have significantly different dynamic performance than a regular structure, which can lead to unanticipated force concentrations, deflections, and subsequent stresses on building members. Irregular building designs, while often more visually and architecturally interesting, are significantly more challenging to engineer for seismic loads. Discontinuities and irregularities in mass, configuration, and form can create many unwanted and unexpected effects when a structure is subjected to seismic forces. The Uniform Building Code (UBC) 1997 edition has addressed this concern by requiring dynamic analysis of irregular building designs greater than five stories in areas with greater seismic activity (seismic zones 3 and 4). The UBC’s requirement of a dynamic lateral force analysis, along with the requirement of a higher base shear force for irregular building designs (regular buildings are given a 10% base shear reduction bonus when dynamic analysis is performed), has made irregular building designs unattractive to structural engineers. Some structural engineers may question whether the UBC provisions are unnecessarily punitive to irregular building analysis, particularly for smaller buildings. To test this hypothesis, this study compares the results of using much simpler static seismic loading analysis with the results obtained from a dynamic analysis on two steel-frame six-story irregular building designs. The first building is irregular due to a type 3 vertical geometric irregularity (specifically a 3-story tower asymmetrically located above the remaining 3 stories). The second building is irregular due to a plan structural irregularity (a large central courtyard which creates diaphragm discontinuities in the top three stories). Both buildings are considered to be located in seismic zone 4, with a forcing input based on the 1997 UBC figure 16-3 used for the dynamic analysis. This study aims to present the design implications of structural irregularity. It seeks to investigate the differences in the calculated seismic forces, deflections, and stresses due to the two different methods of analysis.
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Shang, Ziduan, Chunhua Wu, Boyu Han, Chenyu Chang e Lutong Zhang. "Nuclear Island Basemat Modeling for Generation III Nuclear Power Plant Design in China". In 2017 25th International Conference on Nuclear Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/icone25-66346.
Testo completoAbstract (sommario):
Nuclear Island (NI) basemat is a very thick reinforced concrete mat sitting on sub-grade soil to function as one-piece-foundation to support all super-structures anchored above the basemat. The Generation III (GEN III) NI is designed with more structures housing on the basemat, as such it is even greater in dimensions compared to GEN II. In the design process of a GEN III Passive-Safety-Plant (PSP), NI base mat is the most critical part for foundation design, since it is not only serves as the pressure boundary in foundation system but also support the whole nuclear island, carrying vertical load from upper structures, seismic loads both in vertical and horizontal directions, lateral soil pressures and buoyant force due to water table etc. For a typical AP plant the main structural systems which are housing within NI comprises of steel containment vessel (SCV), shield building (SC wall), internal structures, and auxiliary buildings etc. The scope for this paper is to investigate the approach and method which are suitable for modeling GEN III passive-safety-plant basemat. The investigation scopes are focused on (1) concrete basemat FE modeling and related subgrade medium (soil) modeling; (2) Design loads evaluation method and application for a typical basemat FE static analysis. Structurally speaking SCV is designed to directly anchored in concrete basemat, the interface between upper structure and foundation, its geometry and connection are unique and complicated, this lead to the modeling of basemat not only have to consider an appropriate FE meshing and element type selection but also need to consider the load application and transferring from the SCV to the basemat basin. Since passive-safety-plant NI basemat is a deep foundation, basemat is deeply buried below the grade, the complete foundation model not only shall consider the basemat and immediate soil under the basemat, but also need to consider the backfill soil, the surrounding soil in vicinity, fill concrete under the basemat and deeper soil condition under the basemat. Since seismic loads pose great effects on basemat and its foundation design, how to evaluation seismic loadings and simplified their application for basemat static analysis is critical for such type of foundation.