Journal articles: 'LOAD-RESISTING SYSTEM'

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Hashemi, Ashkan, Pouyan Zarnani, Reza Masoudnia, and Pierre Quenneville. "Seismic resilient lateral load resisting system for timber structures." Construction and Building Materials 149 (September 2017): 432–43. http://dx.doi.org/10.1016/j.conbuildmat.2017.05.112.

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Kumar N, Sharath. "Study on Dynamic analysis of Diagrid and Outrigger Structures Subjected to Seismic and Wind Load." International Journal for Research in Applied Science and Engineering Technology 9, no. VII (July 30, 2021): 2813–28. http://dx.doi.org/10.22214/ijraset.2021.36975.

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A Comparative study of G+30 story regular, diagrid, outrigger structure is presented. A square shaped floor plan of 18 m × 18m size was considered. ETABS 2016 was used in modeling and analysis of structural members. All structural members were designed as per IS 456:2000, load combinations such as dead load, live load, earthquake and wind loads were considered for analysis and design of the structure. Later Regular, Diagrid and outrigger structural systems were compared; the key results like Base shear, story displacement and story drift are obtained. It is found that diagrid system is efficient in resisting seismic loads and outrigger system is found efficient in resisting wind loads.

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Ria Mathews, Mobi, Jerin M. George, Binu M. Issac, and Deepa Davis. "A Study on the Seismic Performance of Hexagrid System with Different Patterns." Applied Mechanics and Materials 857 (November 2016): 30–35. http://dx.doi.org/10.4028/www.scientific.net/amm.857.30.

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Multi‐storied building construction is increasing rapidly throughout the world. Tall buildings more effectively utilize land compared to low rise building. As the height of building increases the importance of lateral load resisting system becomes more relevant than gravity load resisting structural system. Many structural systems are recently introduced to improve the structural performance of tall buildings. Hexagrid system is one among them. Hexagrid system consists of multiple hexagonal grids at the exterior perimeter of the building. It resists both lateral loads and gravity loads by axial stress of their members. The members simply act in tension or compression and show no bending which reduces the need of steel. The paper presents the comparison of different patterns of hexagrid system.

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Fruchter, Renate, Helmut Krawinkler, and Kincho H. Law. "Qualitative modeling and analysis of lateral load resistance in frames." Artificial Intelligence for Engineering Design, Analysis and Manufacturing 7, no. 4 (November 1993): 239–56. http://dx.doi.org/10.1017/s0890060400000342.

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This paper discusses a work in progress in the development of computer tools for qualitative modeling analysis and evaluation of conceptual structural designs. In the conceptual design stage the description of a structure is incomplete and imprecise, and does not permit the use of traditional numerical analysis tools. We describe a prototype system, QLRS, for qualitative evaluation of lateral load resistance in frames. The primary goal of the evaluation of structural response is to identify undesirable structural behavior. In QLRS, the evaluation process consists of three basic tasks. (1) identification of the story and structure models comprising the lateral load resisting system. We term this task structural system interpretation. (2) Qualitative analysis of the story and structure models, and approximate evaluation of the story drifts. We term this task structural behavior interpretation. (3) Assessment of the performance of the lateral load resisting system, in which the results of the structural system interpretation and the structural behavior interpretation are compared against the requirements for complete load path and relative story drift. Currently, QLRS is able to reason about load path discontinuities and soft-story behavior problems in 2-D moment resisting frames.

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Kiani, Yasaman Memarzadeh, Seyed Hossein Hosseini Lavassani, and Afshin Meshkat-Dini. "Seismic assessment of nature-inspired hexagrid lateral load-resisting system." Earthquake Engineering and Engineering Vibration 20, no. 3 (July 2021): 661–72. http://dx.doi.org/10.1007/s11803-021-2045-4.

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Charleson, A. W. "Vertical lateral load resisting elements for low to medium rise buildings." Bulletin of the New Zealand Society for Earthquake Engineering 26, no. 3 (September 30, 1993): 356–66. http://dx.doi.org/10.5459/bnzsee.26.3.356-366.

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This paper describes the development of a computer program for architects to provide guidance on wind and earthquake vertical lateral load resisting structure. The program, akin to an expert system, is suitable for designing low to medium-rise buildings in New Zealand at a preliminary design stage. Examples of design guides, providing more general lateral load resisting structural information for commonly used structural systems and materials, appropriate to a preliminary design stage, are also presented. Application of the program to the seismic design of a four storey reinforced concrete building is discussed.

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Pokharel, Tilak, Helen Goldsworthy, and Emad Gad. "Low Damage Moment Resisting Connection Using Blind Bolts." Key Engineering Materials 763 (February 2018): 189–96. http://dx.doi.org/10.4028/www.scientific.net/kem.763.189.

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Concrete Filled Steel Tubes (CFSTs) are being used as columns in moment resisting frames in many parts of the world. Because of their aesthetic appearance, favourable ductility and large load bearing capacity, they are popular with architects and engineers. The use of CFSTs is limited in some countries (like Australia) due to the problems and cost associated with the connection of steel beams to the closed column section, unlike open H-shaped columns where ordinary structural bolts can be used. In this paper, a structural system is proposed which uses moment resisting frames as the lateral load resisting system. This system eliminates the use of welds at the site, which is the most common method, although expensive, which is used to achieve a moment resisting connections. The proposed system uses double T-stub connections to connect universal beams on opposite sides of the CFST column, and headed anchored blind bolts are used to connect those T-stubs to the column. This system provides sufficient stiffness and strength to be used in low to mid-rise buildings in low to moderate seismic regions. The proposed system uses a capacity design method to limit the load and non-recoverable damage in the connection (especially in the anchorage). One of the components in the connection, the web of the bottom T-stub, is designed as a fuse to create a low damage system for very rare earthquakes.

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Jaiswal, Rishav, and Ankit Mahajan. "Comparative analysis of building with shear wall & diagrid structure." IOP Conference Series: Earth and Environmental Science 1110, no. 1 (February 1, 2023): 012033. http://dx.doi.org/10.1088/1755-1315/1110/1/012033.

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Abstract The rapid growth of urban population, the lack of spaces in the cities and the high cost of land have already forced the developers to focus on the high-rise buildings. As the height of the building increases, the lateral load resistant system become more important than gravity load resistant system. That’s why it is important to define lateral load resistant system in high rise buildings. So the lateral load resistant systems such as shear wall and diagrid are introduced since they are better in terms of cost, aesthetic and performance. However, the diagrid structural system has become more popular these days due to its efficiency and aesthetic look provided by the unique geometric configurations of the system. In this study, a comparative analysis has been done on the buildings with different lateral load resisting systems. Five different building model of G+9 story building has been modeled with shear wall and diagrid structure to compare their performance. The design is analysed for seismic zone V and medium soil condition as per IS 1893:2016 using ETABS software. The building is kept the same except for the lateral load resisting system. From the patterns of the results, it was concluded that building models with the combination of shear wall and diagrid module has better performance in term of the maximum story displacement, story stiffness, story drift, base shear, and time period.

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Altouhami, Rasheed, David Yeoh, Lovein Soon Hong, Hassan Ali, and Ashraf Radwan. "The Affectivity of Various Wind Condition and Shear Wall Opening in Multi-Story Building on Displacement by Changing Shear Wall Location and its Configuration." Advanced Engineering Forum 30 (November 2018): 71–79. http://dx.doi.org/10.4028/www.scientific.net/aef.30.71.

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Shear wall system is used as one of the most lateral load resisting systems in mulit-story building. Shear wall is quite effective in resisting wind and seismic load in medium-rise and high-rise building. Shear wall provided high stiffness and strength, which can be used to resist large lateral as well as vertical load, making the performance of the building beneficial in various wind load conditions. This study has been focused on the displacement of the different lateral load resisting system for high-rise buildings under various wind load conditions. In this paper, a study was carried out by changing the locations of shear wall radically to determine the structural configuration of a multistory building accordantly. This study has been focused on the effect of addition of shear wall at different location and configuration in buildings without shear wall as well as with shear wall. Besides that, from the software results, the behavior of the shear wall with and without opening was able to observed by obtaining the lateral displacement when acted by 10kN point load at the top left of the wall. The accuracy of the software was able to verify by comparing the result obtained from ETABS and SAP2000 and it was found that the percentage difference between values obtained from that two software is below 20 percent. The maximum lateral displacement at 40m/s and 50m/s is 1.8 and 2.8 times bigger than maximum lateral displacement at 30m/s respectively. The lateral displacement of the shear wall increases as the opening size increases.

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Tumialan, J. Gustavo, Stan W. Zagajeski, Nestore Galati, and Matthew R. Sherman. "Evaluation of the Lateral Load-Resisting System of a Stadium Structure." Journal of Performance of Constructed Facilities 26, no. 4 (August 2012): 364–70. http://dx.doi.org/10.1061/(asce)cf.1943-5509.0000217.

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Venkatraman, G., V. Vanathi, S. Veeraraghavan, and K. Sornamugi. "Effect of outrigger-belt truss system on the storey drift and maximum displacement of high-rise building." IOP Conference Series: Materials Science and Engineering 1258, no. 1 (October 1, 2022): 012065. http://dx.doi.org/10.1088/1757-899x/1258/1/012065.

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High-rise structures are becoming more common around the world, posing new challenges that necessitate ongoing technological foresight. When a structure’s height rises, it’s anticipated to have a lateral load-resisting system other than shear walls in place to negate the effect of lateral loads. However, advances in structural design and engineering have enabled building systems to withstand lateral forces such as wind and seismic stresses. There are numerous structural solutions tailored to resist lateral forces in the structure without adding to the plan area of the building to stabilize it against lateral load. The Outrigger-belt truss system is a common structural solution for successfully managing excessive drift caused by the lateral load. Hence, in this project, an attempt is made to investigate the characteristics of an Outrigger-Belt truss system. The seismic analysis is limited to the linear static method. A comparative analysis is done using STAAD Pro V8i SS6. Finally, the storey drift and maximum displacements obtained are calculated and the results are compared with the moment-resisting frame and the values are tabulated.

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Lee, K. S., and Chang Sik Choi. "Seismic Capacity Requirements for Low-Rise Reinforced Concrete Buildings Comprised of Members Failing in Shear and in Flexure." Key Engineering Materials 324-325 (November 2006): 1289–92. http://dx.doi.org/10.4028/www.scientific.net/kem.324-325.1289.

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This paper presents a method for determining required shear and flexural strengths associated with structural damage states for various levels of earthquake demand of low-rise RC buildings having a dual lateral-load resisting system. The interaction curves of the required strengths are derived for various ductility ratios based on nonlinear dynamic analyses of the singledegree- of-freedom system. Damage states of buildings controlled by both shear and flexure are evaluated by the procedure outlined by the Japanese Standard. The proposed method predicts reasonably well damage sustained by actual buildings during an earthquake. The proposed method can be used to develop performance-based seismic evaluation and rehabilitation procedures of lowrise RC buildings having a dual lateral-load resisting system.

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

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

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Devi, G. Nandini, K. Subramanian, and A. R. Santhakumar. "Reversed Cyclic Lateral Load Effects on Multistorey R.C. Shear Wall � An Effective Lateral Load Resisting System." i-manager's Journal on Future Engineering and Technology 3, no. 4 (July 15, 2008): 51–61. http://dx.doi.org/10.26634/jfet.3.4.607.

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Veladi, H., and H. Najafi. "Effect of Standard No. 2800 Rules for Moment Resisting Frames on the Elastic and Inelastic Behavior of Dual Steel Systems." Engineering, Technology & Applied Science Research 7, no. 6 (December 18, 2017): 2139–46. http://dx.doi.org/10.48084/etasr.1040.

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According to most valid Design Codes including the Iranian Seismic Design Code (Standard No. 2800), moment resisting frames in dual systems must have the ability of resisting the 25% of the total lateral load of the dual system independently. This study is conducted to investigate the implementation of this rule for dual steel structures with two types of steel braced frame. Also, its effect on the strength of the structure and the distribution of lateral load between the frames and the bracing system is evaluated. In order to investigate the effect of that rule, structural models with 5, 10 and 15 floors are modeled. Nonlinear static analysis is employed and results are discussed. Following the Standard No. 2008 seems to increase the structure’s lateral resistance and decrease the number of elements entered into the inelastic behavior stage. In general, the structure has a more desirable inelastic behavior.

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L, Subhashini. "Seismic Analysis of Multistorey Floating Column Building with Lateral Load Resisting System." International Journal for Research in Applied Science and Engineering Technology 10, no. 7 (July 31, 2022): 922–29. http://dx.doi.org/10.22214/ijraset.2022.45386.

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Abstract: The primary object of the review is to know the way behaving of multistory building with floating column as for the shear wall and bracings under seismic power for various zone i.e zone 3, zone 4, zone 5. The review is done for G+7 building utilizing ETABS programming. Contrasting the outcome got in various cases and closing which kind of system provides more effectiveness

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Dudhe, Yogesh. "Comparative Analysis of Different Lateral Load Resisting System for High Rise Building." International Journal for Research in Applied Science and Engineering Technology 8, no. 6 (June 30, 2020): 1571–77. http://dx.doi.org/10.22214/ijraset.2020.6255.

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Gur, Turel, AliCihan Pay, Julio A. Ramirez, Mete A. Sozen, Arvid M. Johnson, Ayhan Irfanoglu, and Antonio Bobet. "Performance of School Buildings in Turkey During the 1999 Düzce and the 2003 Bingöl Earthquakes." Earthquake Spectra 25, no. 2 (May 2009): 239–56. http://dx.doi.org/10.1193/1.3089367.

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Several school buildings were surveyed in the disaster areas of the Marmara (17 August 1999, [Formula: see text]), Düzce (12 November 1999, [Formula: see text]), and Bingöl (1 May 2003, [Formula: see text]) earthquakes in Turkey. Among them, 21 reinforced concrete buildings were found to have an identical floor plan. Lateral load resisting structural system consisted of reinforced concrete frames (moment-resisting frame) in 16 of the buildings and structural concrete walls integrated with the moment-resisting frame (dual system) in the remaining five buildings. The number of stories above ground in these buildings ranged from two to four. These school buildings provide a nearly ideal test of the effect of a single important structural characteristic on the performance of buildings with structural designs that are uniform in all other respects. Our observation is that the presence of structural walls improves the behavior of reinforced concrete systems drastically.

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Abd. Samat, Roslida, Fong Teng Chua, Nur Akmal Hayati Mohd Mustakim, Sariffuddin Saad, and Suhaimi Abu Bakar. "Lateral Displacement and Shear Lag Effect of Combination of Diagrid-Frame." E3S Web of Conferences 34 (2018): 01009. http://dx.doi.org/10.1051/e3sconf/20183401009.

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Diagrid system, which is the portmanteau of diagonal grid member, is an exterior lateral load resisting system for tall building that has gained a wide acceptance in the design of tall buildings. There is abundance of researches that studied the efficiency of diagrid systems, which are constructed from the ground level to the top of the buildings in resisting the lateral load. Nevertheless, no study had been performed on the effectiveness of the diagrid that is constructed above other tall building systems despite the existence of a few buildings in the world that employ such system. The objective of this research is to understand the behavior of the lateral displacement and shear lag effect due to wind load when the diagrid structure is constructed above a frame. Models of 60-story buildings with a footprint of 36m x 36m were analyzed by using Staad.Pro software. The level where the diagrid members started was altered. The lateral displacement was reduced to 60.6 percent and 41 percent of the lateral displacement of a building with full frame system when the combination of frame-diagrid that had the diagrid started at Level 1 and Level 45, respectively were employed. Furthermore, the shear lag ratio was reduced from 1.7 to 1.3 when the level where the diagrid started was increased from Level 1 to Level 45.

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

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

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

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

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Biddah, Aiman, and Arthur C. Heidebrecht. "Seismic Performance of Moment-Resisting Steel Frame Structures Designed for Different Levels of Seismic Hazard." Earthquake Spectra 14, no. 4 (November 1998): 597–627. http://dx.doi.org/10.1193/1.1586018.

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A large number of low and medium-rise buildings have moment-resisting steel frames as the primary lateral load resisting system. This type of structural system has been considered to be one of the most effective means for resisting strong seismic ground motions. This paper presents the results of an investigation into the performance which can be expected when code designed ductile moment-resisting steel frame buildings having ductile connections, designed for different seismic hazard levels, are subjected to excitation by strong seismic ground motions. Design variations at different seismic hazard levels include three design philosophies, namely strong-column weak-beam, weak-column strong-beam and strong-column weak panel zone. The analytical model used in the study takes into account both connection flexibility and panel zone shear deformation. Results show that the performance arising from a specific design philosophy may be acceptable in one seismic hazard region, while being unacceptable in a region having a different seismic hazard level.

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H. Maneetes and A. M. Memari. "Finite Element Modeling of Reinforced Concrete Cladding Panels H." Electronic Journal of Structural Engineering 9 (June 1, 2009): 62–72. http://dx.doi.org/10.56748/ejse.9118.

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Architectural precast concrete cladding systems are considered non-load bearing wall systems and are designed primarily to transfer their self-weight and out-of-plane lateral loads to the supporting building structure. They are typically not designed for significant structural in-plane forces resulting from cladding-structure interaction. In fact, modern earthquake-resistant design requires that these cladding panels be isolated from the lateral force-resisting system. Finite element technique was employed to study precast concrete panels and special modeling strategies were developed for panel connections to the structural frame. The precast concrete panel was designed to participate in the building lateral force-resisting. Finite element modeling techniques were adopted to better understand the strength and stiffness characteristics of these concrete cladding panels subjected to significant in-plane loading. Good correlation was obtained between finite element modeling results and existing experimental results. The analytical results were used to develop a simplified mathematical model that can be incorporated into suitable building models to evaluate its performance as a lateral force-resisting system to withstand earthquake-induced lateral loads.

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Shehata, Emile, and Aftab Mufti. "Development of a glass-fiber-reinforced-polymer bridge deck system." Canadian Journal of Civil Engineering 34, no. 3 (March 1, 2007): 453–62. http://dx.doi.org/10.1139/l06-129.

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Development of an efficient and durable bridge deck system is a priority for most highway departments worldwide. This paper summarizes the results of an experimental program designed to study the behaviour of innovative glass-fiber-reinforced-polymer (GFRP) bridge deck modules and their transverse connection. The deck consisted of a number of triangular filament-wound tubes bonded with epoxy resin. Pultruded GFRP laminates were adhered to the top and bottom of the tubes to create one modular unit. The experimental program described in this paper discusses the evolution of the last two generations of the bridge deck. The description of the first and second deck generations was presented in an earlier paper. For the third-generation GFRP deck, a full-scale prototype specimen was subjected to 2 × 106 cycles at 135% of the service load level and was tested to failure afterward. The fourth-generation bridge deck system was fabricated by optimizing the weight of the deck section and then tested to failure. The performance was evaluated on the basis of load capacity, failure mode, deflection at service load level, and stiffness degradation under cyclic loading. Another phase of the work was to establish a means of connecting adjacent deck panels. A GFRP shear key was designed, manufactured, and installed in a full-scale deck module to address this need. Assessment of the structural adequacy in both resisting repeated loading and transmitting loads between adjacent deck modules is presented. The GFRP deck system with and without the shear key was capable of resisting 2 × 106 cycles of an equivalent American Association of State Highway and Transportation Officials HS30-design truck wheel load plus the dynamic load allowance of the bridge deck.Key words: bridge decks, advanced composite materials, shear key, glass fibers, fiber-reinforced polymers, filament winding, pultrusion.

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M. Mehta, Janakkumar, and Hitesh K. Dhameliya. "Comparative Study on Lateral Load Resisting System in High-Rise Building using ETABS." International Journal of Engineering Trends and Technology 47, no. 2 (May 25, 2017): 115–17. http://dx.doi.org/10.14445/22315381/ijett-v47p219.

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Papageorgiou, Apostolos S., and Bing-Chang Lin. "Influence of lateral-load-resisting system on the earthquake response of structures—a system identification study." Earthquake Engineering & Structural Dynamics 18, no. 6 (August 1989): 799–814. http://dx.doi.org/10.1002/eqe.4290180605.

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Agrawal, Payal, and Mahesh Ram Patel. "Analysis of Steel Plate Shear Wall System Using Finite Element Analysis: A Review." International Journal for Research in Applied Science and Engineering Technology 10, no. 11 (November 30, 2022): 1971–73. http://dx.doi.org/10.22214/ijraset.2022.47666.

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Abstract: The shear walls are lateral load resisting system used in high rise buildings located in earthquake prone zone. The current research reviews various researches conducted in improving shear behaviour of high rise building using shear walls. These researches are conducted using both experimental and numerical techniques. The analytical equation evaluating deformation and shear stress on shear wall is also presented.

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Georgantzia, Evangelia, Themistoklis Nikolaidis, Konstantinos Katakalos, Katerina Tsikaloudaki, and Theodoros Iliadis. "Dynamic Performance Analysis by Laboratory Tests of a Sustainable Prefabricated Composite Structural Wall System." Energies 15, no. 9 (May 9, 2022): 3458. http://dx.doi.org/10.3390/en15093458.

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In recent decades, steel frames infilled with precast load-bearing walls have been successfully employed as lateral load-resisting structural systems in high-rise buildings. This is due to their structural efficiency as outer and major inner facades and to the higher construction speed of the building. This paper presents a detailed experimental investigation of a sustainable, prefabricated, composite structural wall system, using a representative test model named the Precast Concrete Steel Panel-Infilled Steel Frame (PCSP-ISF) in full-scale dimensions and subjected to in-plane cyclic loading. A series of experiments was conducted on critical structural specimens, including three-point bending, concentric axial compression, and diagonal compression, together with additional cycling loading tests on steel connection joint specimens, with the aim of validating the reliability and the structural response of the connections. The resulting test data and the observed failure mechanisms are discussed carefully to optimise the sustainable structural performance of the system. A theoretical approach for the evaluation of the shear capacity of the total frame system is also discussed to expand the experimental results for several numerical and experimental research cases. The failure mechanism of this module was formed by a combination of developed plastic hinges on the steel joints and diagonal cracks on the concrete panel. The obtained hysteretic behavior of the system at a parameter with major impact is mainly analysed and discussed. The outcomes indicate a satisfactory and sustainable seismic performance of the PCSP-ISF model, indicating that it can be a very promising lateral load-resisting system for earthquake-prone regions.

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

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

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Mohammadi, Sajjad, Abd-ol-Reza Sarvghad Moghaddam, and Alireza Faroughi. "The effect of number and position of braced frames on column behavior of the dual steel structural system (MRF and EBF) (With a view on amplified seismic load)." Ciência e Natura 37 (December 21, 2015): 277. http://dx.doi.org/10.5902/2179460x20858.

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In seismic design of structures, determination of number and position of braced frames, considering the architectural scheme of projects, is usually confronted by obstacles. Due to this fact, in some cases, selecting the best location and number of braced bays has led to mistakes in determination of their adjacent members (columns) design loads. One of the seismic design requirements of lateral resisting system is to control the columns adjacent to braced bays for load combinations of amplified seismic load, which is a function of over-strength factor of the structure. This research aims to present and introduce the best structural model of number and position of braced frames in a structural system, such as steel moment resisting frame and eccentric braces dual system; because in 3rd revision of Iranian 2800 standard of seismic provision, there are statements and criteria provided only for capacity of moment frame, not for braces. Though the amplified seismic load function is controlled in models which columns are connected to braces in 2 directions, and seismic loads are applied in those 2 directions, number of damage hinges (Exceeding CP) is significantly increased in comparison to the models with straggly braces. As the increase in axial force of these columns leads to decrease in their moment capacity (despite controlling the amplified seismic load provision), columns in dual systems that resist flexure, would be damaged and exceed the collapse threshold much sooner than other columns. This important fact is not presented in Iranian or even American codes and provisions.

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Hoq, S. M. Ashfaqul, and Johnn P. Judd. "Comparison of Wind Tunnel Test Data for Low-Rise Buildings with Main Wind Force Resisting System Design Procedures." Buildings 11, no. 8 (August 8, 2021): 342. http://dx.doi.org/10.3390/buildings11080342.

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The adequacy of the directional and envelope procedures for the design of the main wind force resisting system is not well understood. The purpose of this study is to evaluate the directional and envelope procedures based on wind tunnel test data for a set of low-rise enclosed buildings with gable-shaped roofs in open terrain (Exposure C). The base shear force and the conditional reliability index are used to determine the adequacy of the procedures. The base shear was compared to the design base shear in each direction based on the horizontal component of the wind load on the wall and roof. The reliability index, β conditional on the occurrence of the design wind speed was computed for a range of system capacities. The main findings are (1) the directional procedure produced a larger design base shear compared to the envelope procedure, primarily due to the difference in external pressure coefficients, (2) the directional procedure provided a higher β, and (3) the envelope procedure provided a β that did not meet the standard target β equal to 3.0 for the main wind force resisting systems with low variability in capacity, but neither procedure met the standard target β for the main wind force resisting systems with high variability in capacity.

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32

Sofi, Massoud, Elisa Lumantarna, Colin Duffield, and Priyan Mendis. "Effects of Interior Partition Walls on Natural Period of High Rise Buildings." International Journal of Structural Stability and Dynamics 17, no. 06 (August 2017): 1771006. http://dx.doi.org/10.1142/s0219455417710067.

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In regions of low to moderate seismicity, serviceability limits states such as inter-story drift under wind load govern the design of the lateral load resisting structural systems of high rise buildings. The key objective in this regard is to provide adequate lateral stiffness to control lateral deflections and inter-story drifts. Current design practice assumes that the structural system alone provides lateral resistance against wind, the dominant load considered for countries like Australia. The contribution of nonstructural components (NSCs) such as interior partition walls on lateral stiffness is generally disregarded in the analysis of the buildings, even though it is commonly acknowledged that the NSCs play a significant role on the lateral stiffness of buildings. This technical note presents the results of a parametric study on the effects of NSCs, in particular, the effects of masonry interior partition walls on the fundamental period of buildings. The parameters considered in this study include: the number and length of walls, their material properties, the number of parallel moment resisting frames and the height of buildings. The results of this study indicate that interior walls can have significant effects on the lateral stiffness of buildings.

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33

Elewa, Mohamed. "EFFICIENCY OF CONCRETE DIAGRID COMPARED TO CONCRETE FRAMED TUBE AS LATERAL LOAD RESISTING SYSTEM." Journal of Al-Azhar University Engineering Sector 15, no. 55 (April 1, 2020): 614–30. http://dx.doi.org/10.21608/auej.2020.87867.

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34

Tsarpalis, P., K. Bakalis, P. Thanopoulos, I. Vayas, and D. Vamvatsikos. "Pre-normative assessment of behaviour factor for lateral load resisting system FUSEIS pin-link." Bulletin of Earthquake Engineering 18, no. 6 (February 8, 2020): 2681–98. http://dx.doi.org/10.1007/s10518-020-00799-y.

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35

Jain, A. K., R. G. Redwood, and Feng Lu. "Seismic response of concentrically braced dual steel frames." Canadian Journal of Civil Engineering 20, no. 4 (August 1, 1993): 672–87. http://dx.doi.org/10.1139/l93-084.

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Concentrically braced steel frames are one of the most commonly used structural systems because of their structural efficiency, simplicity to analyze and design, and ease of construction and repair. Canadian design codes provide specifications for their design under seismic loading based on the large amount of knowledge related to their seismic response accumulated over the past two decades. This paper examines the impact of a dual system with a moment resisting frame acting in parallel with the concentrically braced frame. Four different frames were designed in accordance with the National Building Code of Canada and CSA-S16.1-M89, and their inelastic responses are studied under the action of both monotonically increasing load and seismic load. The relative strengths and stiffnesses of the frames comprising the dual systems were varied. The ductility demands on members, and overall building deflections and storey drifts, were examined under the action of ten earthquake records. It is concluded that improved performance such as reduced ductility demand and improved uniformity of the distribution of yield throughout the structure can be achieved. However, the stiffness and strength in the moment resisting frame necessary to provide marked improvement must be a significant proportion of those of the braced frame. Key words: structural engineering, earthquakes, inelastic analysis, concentric bracing, dual system, steel, buckling.

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Soni, Pranava, and Dr Rajeev Chandak. "Diagrid Based Multistorey Building Design and Durability Forecasting." International Journal for Research in Applied Science and Engineering Technology 10, no. 8 (August 31, 2022): 1280–85. http://dx.doi.org/10.22214/ijraset.2022.46413.

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Abstract: The taller and higher structures results in the effects of lateral loading, lateral loads dominates when the height of building increases, lateral loads such as earthquake, wind causes the building larger displacement, to avoid larger displacement in high rise buildings lateral load resisting systems are deployed. Apart from other structural system, the diagrid and hexagrid system are adopted to improve structural performance of tall buildings. The various types of structural system in tall buildings have become obsolete and the new structural skeletons such as hexagrid and diagrid are being used

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37

Saragih, Deardo Samuel, Novdin Manoktong Sianturi, Virgo Erlando Purba, and Dermina Roni Santika Damanik. "The Potential Of Steel Wire As A Binder With Plates To Withstand Loads." TEKNIK 41, no. 3 (November 25, 2020): 219–24. http://dx.doi.org/10.14710/teknik.v41i3.29936.

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Road and bridge construction needs to be supported by a strong system, both in terms of material and connections between structural elements. A pile reinforcement connection system with slab support construction on it needs to be considered to work together in carrying the load. Therefore, research is needed to determine how much effect the steel wire has as a binding pile with a plate in resisting uniform loads on it. This research was conducted by testing the model in a laboratory on a test medium that was reinforced with the pile with the slab system. Pile joints are distinguished bound perfectly and unbound. A reduction settlement analysis is performed on the difference in settlement for bound and unbound piles. The results showed that the pile system's performance, which was bound with steel wires on the slab, was better at resisting loads. This is known from the reduction of settlement for bound and unbound piles, which is 11.43% for the time stage and 11.51% for the load stage. The system can work together so that the stability of construction is better maintained and more durable.

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Pascua, Marie Claire Litonjua, Richard Henry, and Charlotte Toma. "Review of recently constructed concrete wall-steel frame hybrid buildings." Bulletin of the New Zealand Society for Earthquake Engineering 56, no. 2 (June 1, 2023): 91–103. http://dx.doi.org/10.5459/bnzsee.1602.

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Around New Zealand there has been an increasing trend of ‘hybrid’ multi-storey buildings that combine reinforced concrete walls with structural steel framing systems. This study aims to characterise and understand this type of building, focusing on buildings constructed in Auckland and Christchurch from 2014 onwards. Drawings from a total of 50 buildings were reviewed, and their structural features were documented, including building use, building height, lateral load resisting system, ductility, wall configuration, wall construction method, steel framing system and suspended floor system. Meetings with structural engineers were conducted to validate the review findings and to further understand design principles and decisions that lead to these outcomes. A typology comprising five building types with distinct lateral load-resisting systems was proposed based on the building review. Results showed regional differences between Auckland and Christchurch, owing to building use and seismic hazard in the respective cities. Auckland buildings surveyed tended to be residential buildings five storeys or higher made of precast walls connected with steel beams. Christchurch buildings, on the other hand, were primarily commercial buildings three to seven storeys high with dual frame-wall systems. Structural connections between steel frames and concrete walls were also documented, showing that bolted connections with headed stud embedment were most common. The results can be used to identify critical aspects of these mixed structural systems for further investigation and to develop archetype building designs that can be used for modelling and testing.

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Susanto, Sita Ramandhani Arumsari, and Koespiadi Koespiadi. "STRUCTURAL ANALYSIS OF APARTMENT BUILDING WITH SPECIAL RESISTING FRAME SYSTEM." IJEEIT : International Journal of Electrical Engineering and Information Technology 2, no. 1 (October 1, 2020): 9–15. http://dx.doi.org/10.29138/ijeeit.v2i1.1147.

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Indonesia has a high earthquake risk, therefore several buildings in Indonesia are designed with seismic retention systems where the column structure is designed to be stronger than the beam. The calculation of apartment building structure in this final design is based on SNI 1726:2012 and SNI 2847:2013. The method used in this calculation is the Special Moment Resisting Frame System (SMRFS) because the building area is included in the category of E seismic design which is a type of soft soil. The Special Moment Resisting Frame System is designed so that the building has more strength to withstand earthquakes, especially the column structure. This building is classified as a high-level building, therefore the analysis of seismic load is carried out by Spectrum Response Dynamic, using the SRSS (Square Root of the Sum Squares) method because the building structure has far-flung natural vibration times. In high-rise buildings, it is necessary to control the displacement between floors to reduce the large sway on each floor. The displacement between floors resulting from elastic analysis is less than the maximum allowable intersection between floors. so that the building structure is still safe against swaying.

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Dongare, Trupti, and Preeti Kulkarni. "Response Reduction Factor for Lateral Load Resisting Frames with Vertical Discontinuity of Asymmetrical Structure." IOP Conference Series: Materials Science and Engineering 1197, no. 1 (November 1, 2021): 012005. http://dx.doi.org/10.1088/1757-899x/1197/1/012005.

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Abstract In recent times, the RC building construction with vertical discontinuity that is floating column structures are unavoidable feature and increases trends day by day. To reduce lateral forces the earthquake resistance structures are designed so the response reduction factor (R) is used to determine these lateral forces by using base shear values. The R factor depends upon the overstrength factor, ductility factor, redundancy factor also the sizes of columns, types of soil, zones and load transferring path, etc. The IS code provides response reduction factor only for OMRF and SMRF along with other structures like Braced frame system, Structural wall system, Dual system, Flat slab structure wall system, etc. so there are no codal provisions for floating column structures. Thus it is essential to study the real behaviours of RC buildings with discontinuity in load transferring path through non-linear static analysis, so the present research work is done on trying to find R factor for vertical discontinuous asymmetrical structure for different soil conditions and different positions of floating column using moment resisting frames. And the structure is analyzed by response spectrum analysis and non-linear static analysis using SAP2000 software.

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Alimohammadi, Hossein, Keyvan Yashmi Dastjerdi, and Mohammadali Loftollahi Yaghin. "The Study of Progressive Collapse in Dual Systems." Civil and Environmental Engineering 16, no. 1 (June 1, 2020): 79–85. http://dx.doi.org/10.2478/cee-2020-0009.

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AbstractThroughout this paper, the progressive collapse of steel structure with dual system is studied by considering the removing column scenario. Due to this objective, two lateral load resisting systems are modeled in ABAQUS software with omitting various columns, and the performance of systems against progressive collapse are compared with each other. The results of performed finite element simulations represent that whenever a structure is experiencing an unusual external load such as collision of a vehicle, the most critical columns are those placed at the nearest external frame of the structure. Thus, these members should be considered as highly important members because they could play a significant role in progressive collapse potential reduction as key members.

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42

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

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

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43

Alanani, Magdy, and Ahmed Elshaer. "ANN-based optimization framework for the design of wind load resisting system of tall buildings." Engineering Structures 285 (June 2023): 116032. http://dx.doi.org/10.1016/j.engstruct.2023.116032.

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44

Gholizadeh, M., and Y. Yadollahi. "Comparing Steel Plate Shear Wall Behavior with Simple and Corrugated Plates." Applied Mechanics and Materials 147 (December 2011): 80–85. http://dx.doi.org/10.4028/www.scientific.net/amm.147.80.

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Experimental and numerical studies conducted in the past three decades have demonstrated that a steel plate shear wall is an effective and economical lateral load resisting system against both wind and earthquake forces. The system consists of infill steel plates connected to boundary beams and columns over the full height of the framed bay. The infill plates can be stiffened or unstiffened and the beam-to-column connections can be rigid or shear connections. A properly designed steel plate shear wall has superior ductility, high initial stiffness, stable hysteresis loops, and good energy absorption capacity. These characteristics make the system outstanding in high-risk seismic regions. Use of steel plate shear wall systems has been shown to be more cost effective than the other lateral load resisting systems. Steel plate shear walls are much lighter than the commonly used reinforced concrete shear walls, which reduce both the gravity loads and seismic forces. This aspect significantly reduces the foundation costs and makes the system outstanding for application in rehabilitation projects. Whereas construction cost of stiffened steel plate shear wall is more than unstiffened steel plate shear wall therefore in this investigation the unstiffened steel plate shear wall has been studied as two types of simple and corrugated plate and the behavior has been compared in one story frame. This study was conducted with finite element approach theoretically. The results of this study demonstrated that behavior of corrugated plate is superior to simple plate because it has high loading capacity, ductility and energy absorption.

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45

Pszczółkowski, Józef. "Electrical features of the engine starting system." AUTOBUSY – Technika, Eksploatacja, Systemy Transportowe 19, no. 6 (June 30, 2018): 655–60. http://dx.doi.org/10.24136/atest.2018.151.

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The article describes the electrical properties of the engine starting system, that is the acid battery and the electric starter. The dependencies of battery voltage on independent variables affecting them, i.e. capacity, current, temperature or charge status, are discussed. The principles of operation of the battery and electric starter were described and its characteristics were presented, taking into account the properties of the load in the form of a resisting torque and being a source of battery energy. The possibilities of describing the characteristics of the starting system and determining the electrical parameters of the battery and the starter as components of the circuit, i.e. the electromotive force of the battery, resistance, inductance and capacity, are indicated.

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46

Sarhan, Osamah, and Mahdy Raslan. "Study of the elastic stiffness factor of steel structures with different lateral load resisting systems." International Journal of Advanced Engineering, Sciences and Applications 1, no. 2 (April 30, 2020): 6–11. http://dx.doi.org/10.47346/ijaesa.v1i2.26.

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Steel structures, like other types of structures, are exposed to different types of loads, including lateral loads such as earthquake and wind. To resist such loading, lateral stiffness has a significant role. In this paper, the elastic stiffness factor (K) for different models of steel structure with various bracing systems and different parameters are compared. The comparison has been performed by analysing and studying the formation of plastic hinges applying the pushover analysis. The results illustrate that the increase in the number of stories reduces the K value, while the increase of span length increases it. Besides, the usage of the bracing system significantly increases the K value.

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47

Dahal, P., T. Powell, and C. Mullen. "Hazard-Independent Stability Sensitivity Study of Steel and RC Frame Structures." Journal of Civil Engineering and Construction 8, no. 2 (May 15, 2019): 63–69. http://dx.doi.org/10.32732/jcec.2019.8.2.63.

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Structural stability relates directly to the robustness of the system even against the abnormally large load or an unexpected event which might cause perturbation- changes from the normal state of the structural system- from significant damage. This study aims to examine the sensitivity of frame systems (primarily steel moment resisting frame systems) to the initial damage and second-order geometric effects, that may arise as a result of the design load and abnormally large load coming from the unexpected event. Incremental analysis is used to track the development of second-order effects. Planar Frame models are first examined to establish the patterns of the stiffness losses occurred with various cases of hazard-independent damages. The comparison of the anticipated behavior on Reinforced Concrete (RC) frame systems is investigated through buckling analysis of steel and RC frame systems. Observing the patterns, the study is extended to a 3D model, four-story moment frame structure, located in a coastal area and exposed to a design hurricane event, thereby addressing multi-hazard issues. The impact from the amount and location of the hazard-independent damage as well as the complexity of the frame system is studied for steel frame system which generates the overall idea of individual member perturbations and stability failure of the system, as a whole.

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Wang, Wei, Xin Long Du, Yun Feng Zhang, Gong Ling Chu, and Yi Yi Chen. "Full-Scale Cyclic Testing of Self-Centering Modular Panels for Seismic Resilient Structures." Key Engineering Materials 763 (February 2018): 339–46. http://dx.doi.org/10.4028/www.scientific.net/kem.763.339.

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This paper presents a new seismic load-resisting system termed self-centering modular panel (SCMP) which provides lateral stiffness and self-centering stiffness for tension-only concentrically braced beam-through frames (TOCBBTFs). The SCMP is a posttensioned (PT) steel moment resisting frame, which consists of horizontal boundary elements (HBEs), vertical boundary elements (VBEs) and PT strands. The self-centering stiffness is provided by the PT HBE-to-VBE connections. Specimens of original TOCBBTF and TOCBBTF with SCMP were tested to investigate the function of the SCMP. The test results show that compared to the original TOCBBTF, the TOCBBTF with SCMP was capable of recentering after 4% drift of loading. Moreover, after severe cyclic loading and replacement of the damaged bracings, the repaired TOCBBTF with SCMP exhibited almost identical stiffness, strength and recentering ability to that of the original system.

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Mohamed, Osama, and Rania Khattab. "Assessment of Progressive Collapse Resistance of Steel Structures with Moment Resisting Frames." Buildings 9, no. 1 (January 9, 2019): 19. http://dx.doi.org/10.3390/buildings9010019.

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This paper evaluates the practice of using moment connections in the perimeter of the structural system and shear connections within the interior connections of the three-dimensional structural system from the perspective of resistance to progressive collapse. The enhanced resistance to progressive collapse associated with using moment resisting connections at the perimeter as well as internal to the three-dimensional system is assessed. Progressive collapse occurrence and system resistance are determined using the alternate path method which presumes a primary load carrying-member is notionally removed. The paper compares the structural response determined using linear elastic, non-linear elastic and non-linear dynamic analyses. Linear and non-linear static analyses are found to be incapable of capturing the response pursuant to the loss of the primary load carrying member. The analysis procedures used in this study followed (for the most part) the United States Department of Defense Guide for Progressive Collapse Resistant Design of Structures.

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Tso, W. K., and C. M. Wong. "An evaluation of the New Zealand code torsional provision." Bulletin of the New Zealand Society for Earthquake Engineering 26, no. 2 (June 30, 1993): 194–207. http://dx.doi.org/10.5459/bnzsee.26.2.194-207.

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

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Journal articles on the topic 'LOAD-RESISTING SYSTEM'

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