Artykuły w czasopismach na temat „Reinforced concrete load bearing walls”
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1
Buchanan, A., i V. Munukutla. "Fire Resistance Of Load- Bearing Reinforced Concrete Walls". Fire Safety Science 3 (1991): 771–80. http://dx.doi.org/10.3801/iafss.fss.3-771.
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Naito, C. J., i K. P. Wheaton. "Blast Assessment of Load-Bearing Reinforced Concrete Shear Walls". Practice Periodical on Structural Design and Construction 11, nr 2 (maj 2006): 112–21. http://dx.doi.org/10.1061/(asce)1084-0680(2006)11:2(112).
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Skadiņš, Ulvis, Kristens Kuļevskis, Andris Vulāns i Raitis Brencis. "Thin-Layer Fibre-Reinforced Concrete Sandwich Walls: Numerical Evaluation". Fibers 11, nr 2 (9.02.2023): 19. http://dx.doi.org/10.3390/fib11020019.
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In this study, structural thin-layer sandwich walls (SWs) made of steel-fibre-reinforced concrete (SFRC) without conventional reinforcements were investigated. Other researchers have shown that SWs with thin wythes can be used as load bearing structures in low-rise buildings, thereby reducing the amount of concrete by 2–5 times if compared to conventional reinforced-concrete SWs. In most studies, relatively warm climatic regions are the focus, and thin-layer SWs with shear connectors to obtain a certain level of composite action are investigated. In almost no studies has sound insulation been evaluated. In this study, a numerical investigation of structural, thermal and sound insulation performances was carried out. The load-bearing capacities of composite and non-composite SWs are compared. Regions with the lowest five-day mean air temperature of −20 ∘C were considered. The characteristics of the SW are compared to the requirements given in relevant European and Latvian standards. The minimum thermal insulation for family houses varies from 120 mm to 200 mm, depending on the material. To ensure sufficient sound insulation, the average thickness of the concrete wythes should be around 60 mm, preferably with a 15 mm difference between them. Structural analysis of the proposed wall panel was performed using non-linear finite element analysis software ATENA Science. The obtained load-bearing capacity exceeded the design loads of a single-story family house by around 100 times, regardless of the degree of composite action.
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Zhao, Jun, i Meng Yao. "Experimental Study on Load Behavior of Steel Fiber Concrete Coupled Shear Wall". Applied Mechanics and Materials 438-439 (październik 2013): 682–85. http://dx.doi.org/10.4028/www.scientific.net/amm.438-439.682.
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Through low cycle reverse tests of three steel fiber reinforced concrete coupled shear walls, the crack pattern, bearing capacity, stiffness and displacement are analyzed. Test results show that the bearing capacity, yielding stiffness and the anti-crack performance of the coupled shear walls are generally improved by adding steel fibers to reinforced concrete coupling beams, and the stiffness degeneration is also reduced to a certain degree. More cracks are induced by steel fibers bridged the main crack, which can make the shear wall consume more energy.
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Wu, Qin, Huagang Zhang, Hongniao Chen, Xin Zhang, YanHui Wei, Li Li i Kejian Ma. "Seismic Behaviour of Cast-In-Situ Phosphogypsum-Reinforced Concrete Grid Frame Composite Walls". Advances in Civil Engineering 2019 (4.11.2019): 1–17. http://dx.doi.org/10.1155/2019/1529137.
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This paper mainly studies the effect of cast-in-situ phosphogypsum on seismic behaviour of reinforced concrete grid frame. The mechanical behaviour of three reinforced concrete grid frames and four cast-in-situ phosphogypsum-reinforced concrete grid frame composite walls under low cycle alternating load was designed and tested. The test results show that the reinforced concrete grid frame has less bearing capacity and poor energy consumption. The addition of cast-in-situ phosphogypsum can effectively improve the seismic behaviour of the reinforced concrete grid frame. Compared with the reinforced concrete grid frame, the bearing capacity of the cast-in-situ phosphogypsum-reinforced concrete grid frame composite wall is increased by 2-3 times, the displacement ductility coefficient is increased by 0.95∼1.2 times, and the relative accumulative energy consumption is increased by 86%∼216%. This shows that the composite wall has better bearing capacity, ductility, and energy dissipation capacity.
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Гриньова, Ірина, Дамір Штухец, Кос Желько i Ален Бартош. "BEARING CAPACITY OF DAMAGED REINFORCED CONCRETE STRUCTURES". Молодий вчений, nr 11 (111) (30.11.2022): 1–3. http://dx.doi.org/10.32839/2304-5809/2022-11-111-1.
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The main factors affecting the load-bearing capacity of new and reinforced concrete structures are given. One of the most common types of damage to reinforced concrete buildings is their cracking. According to statistics, the most frequent reasons for the formation of cracks in reinforced concrete structures are: uneven settlement of foundations, load on structures, temperature deformations, moisture deformations. The load-bearing capacity of walls depends on the compressive strength of concrete and fittings, but it is difficult to make correct assumptions about these values. The main goal of the work is the analysis of the current state of affairs in the study of the technical condition of cultural heritage objects, the main types of damage and their causes. In order to improve the methodology of the non-destructive research method, laboratory tests were conducted in the OSACEA laboratory. Based on the obtained experimental data, it was proposed to model stone pillars with damage similar to the actual experiment in the SP COMPEX software complex.
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Liu, Yi, i J. L. Dawe. "Analytical modeling of masonry load-bearing walls". Canadian Journal of Civil Engineering 30, nr 5 (1.10.2003): 795–806. http://dx.doi.org/10.1139/l03-036.
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An analytical technique was developed and encoded for computer application to study the behaviour of concrete masonry load-bearing walls under various loading conditions. Both geometrical and material nonlinearities to account for the moment magnification effect and the degradation of material stiffness are included in the development. Effects of vertical reinforcing steel, masonry tensile cracking, and compressive crushing are included directly in the momentcurvature relationship, which is used in the determination of element stiffnesses at successive load increments. A parametric study was conducted following verification of the analytical model by comparing results with experimental test data. Effective flexural rigidity (EIeff) values at failure were obtained analytically and compared with values suggested in the Canadian masonry code CSA-S304.1-M94. It was concluded that CSA-S304.1-M94 tends to underestimate EIeff values for reinforced walls and thus leads to a conservative design over a range of parameters. Based on approximately 500 computer model tests, a lower bound bilinear limit for the effective rigidity of reinforced masonry walls was established. This limit is believed to provide an accurate and realistic estimate of EIeff.Key words: walls, load bearing, masonry, analytical, nonlinear, rigidity, stressstrain, momentcurvature.
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Sazonova, S. A., S. D. Nikolenko, T. V. Zyazina, E. V. Chernyshova i I. M. Kazbanova. "Strength test of the industrial building’s load-bearing structures". Journal of Physics: Conference Series 2373, nr 2 (1.12.2022): 022016. http://dx.doi.org/10.1088/1742-6596/2373/2/022016.
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Abstract Experimental studies were carried out in the molding shop. Tests were carried out for brickwork materials of enclosing walls by the shock pulse method. The compressive strength grades of ceramic brick fences and cement-sand mortar were determined experimentally. When testing concrete, a non-destructive strength control method and the necessary devices were used. The concrete class was determined by compressive strength in reinforced concrete columns of the building, in reinforced concrete beams of the coating and in reinforced concrete slabs of the coating. According to the proposed methodology, verification calculations were carried out. The verification calculations showed sufficient bearing capacity of the columns and foundations of the workshop building and the coating beams for the full design load. A calibration calculation of the workshop frame was also performed, which showed sufficient strength of the entire load-bearing structures of an industrial building. The proposed methodology can be used for testing similar building materials and objects.
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Dong, Hong Ying, Wan Lin Cao i Jian Wei Zhang. "Experimental Study on the Torsional Behavior of RC Composite Core Walls with Steel Tube-Reinforced Concrete Columns and Concealed Steel Trusses Subjected to the Combined Action of Multi-Directional Stresses". Advanced Materials Research 250-253 (maj 2011): 1612–17. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1612.
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An experimental study on the torsional behavior of two 1/6 scale core walls: one reinforced concrete core wall with concealed steel trusses and steel tube-reinforced concrete columns, and one normal reinforced concrete core wall, was carried out under eccentric horizontal cyclic loading. The torsional load-bearing capacity, torsional angle ductility, torsional hysteresis characteristics, torsional stiffness and its deterioration process, torsional energy dissipation and damage characteristics of the two specimens are herein discussed. Results show that the torsional performance of RC core walls can be improved by embedding the concealed steel trusses in the walls and setting the steel tube-reinforced concrete columns as boundary-columns.
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Kang, Yan Bo, Shi Min Huang i Qiu Lai Yao. "Seismic Analysis on Masonry Structures Strengthened with Reinforced Concrete Splint". Advanced Materials Research 639-640 (styczeń 2013): 1114–19. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.1114.
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Strengthening the brick walls with reinforced concrete splint is a conventional and effective method of strengthening masonry structures. To the method, the text process and analysis of 6 brick walls strengthened with reinforced concrete splint and the existing calculation analysis method about bearing capacity are introduced in this paper. Through the series of low-cycle repeated load experiments, we study the different performance between unreinforced brick wall and brick wall strengthened with reinforced concrete splint. Based on the analysis, we find the seismic capacity of the brick wall strengthened with reinforced concrete splint such as the bearing capacity and ductility is enhanced clearly. Meanwhile, the calculation parameter in technical specification for seismic strengthening of buildings has good accordance with the experiment results.
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Novozhilova, N. S. "Study of the stress state of brick walls strengthened with double-sided concrete heightening under local compression". Вестник гражданских инженеров 18, nr 6 (2021): 34–41. http://dx.doi.org/10.23968/1999-5571-2021-18-6-34-41.
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At reconstruction of buildings and structures located in old urban development areas, brick bearing walls fractured during long-term operation, when subjected to a concentrated local loading, lack sufficient loading-carrying ability. When the brick walls are reinforced with ferro-concrete, the method of calculating the reinforced brick-concrete structure to the impact of local loads is not considered. Currently valid techniques make it possible to calculate on the local compression of only brick or of only reinforced concrete structures. The paper presents a comprehensive analysis of the features of the stress-deformed state of the old masonry`s structural design reinforced with double-sided concrete heightening. The analysis results allow evaluating the proposed method of calculating the carrying capacity under local compression for the local load option regarding the entire width of the wall.
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Maali, Mahyar. "Shear Wall Design within the Light of Prominent Standards". Civil Engineering Beyond Limits 1, nr 4 (18.06.2020): 13–19. http://dx.doi.org/10.36937/cebel.2020.004.003.
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Reinforced concrete (RC) structures have their own weight, earthquake, wind, dead loads, live loads, creep, etc. throughout their service life. They are exposed to internal and external load effects. In order to meet the horizontal forces such as earthquake and wind from these loads affecting the structure, shear wall structures with high lateral rigidity are needed. Therefore, shear walls are one of the most important structural elements that can resist earthquake forces due to their high lateral rigidity and load bearing capacities. Most of the buildings today are designed according to the old regulations. Therefore, the shear wall was sized and reinforced according to these old regulations. However, to date, standards have been renewed in certain periods. Despite this, shear walls designed according to the old regulations continue to resist seismic forces. In this study, the design and behavioral differences of the reinforced concrete shear walls between the Turkish Regulation that came into force in 2019, and the old regulation were compared. In addition, RC shear walls were evaluated according to ACI-318-19 and EuroCode-2 regulations.
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Zhao, Shun Bo, Fu Lai Qu, Shi Min Zhang, Chang Ming Li i Peng Bing Hou. "Study on Flexural Resistance of Corroded Reinforced Concrete Walls". Advanced Materials Research 742 (sierpień 2013): 76–79. http://dx.doi.org/10.4028/www.scientific.net/amr.742.76.
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On the requirement of evaluating the bearing capacity of corroded reinforced concrete lock-walls servicing on the Yellow River, the experimental study was conducted to investigate the loading behaviours of normal section of lock-walls, which considered the changes of concrete strength and corrosion level of rebar. The rebar corrosion was accelerated by the mixing of sodium chloride (NaCl) into concrete and the electrolyte corrosion technique in condition of dry-wet curing. The vertical eccentric load was applied on the top of the wall. The results show that some horizontal cracks firstly appeared on the surface of walls during the corrosion period and became wider under the vertical load on the wall. The typical ultimate state was flexural failure. The effects of concrete strength and rebar corrosion level on the resistance of normal section are analyzed based on the test data.
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Malakhova, Anna. "Estimation of cracking of reinforced concrete load-bearing construction structures at the stage of their technical inspection". MATEC Web of Conferences 251 (2018): 02040. http://dx.doi.org/10.1051/matecconf/201825102040.
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The article describes the process and causes of cracking of bearing reinforced concrete structures, revealed during the inspection of the technical condition of structural elements of buildings at the stage of their erection, at the stage of suspended construction and in the operational stage. The reasons for the appearance of cracks in reinforced concrete structures under force loads and climatic influences are analyzed. Possible reasons for the appearance of cracks in a monolithic reinforced concrete beam ceiling of a multi-storey building of a column structural system and in monolithic walls of an underground cylindrical reservoir, identified by the author of the article when inspecting the technical condition of these structures, are given. The relationship between the appearance of destructive cracks and the design errors of a monolithic reinforced concrete beam ceiling is shown. The complex nature of the causes of the appearance of cracks in the monolithic walls of the underground reservoir is revealed. The article describes the capabilities of the LIRA-CAD software package for determining the pattern and parameters of fracture-formation of reinforced concrete structures for subsequent comparison with the results of an inspection of the technical condition of structural elements of buildings and structures.
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Besevic, M., M. Vojnic Purcar, L. Kozaric i S. Bursac. "Structural design of the radar station of “Besna Kobila” Serbia". IOP Conference Series: Materials Science and Engineering 1242, nr 1 (1.04.2022): 012005. http://dx.doi.org/10.1088/1757-899x/1242/1/012005.
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Abstract The location of the new radar station facility is located at the top of the Besna Kobila mountain in Serbia at an altitude of approximately 1904 m. The construction of the building is reinforced concrete. The building consists of ground floor and first floor with technical and other areas. From the 2nd to the 6th floor there is a communication central reinforced concrete core. At the level of the 6th floor, a platform was formed for storing equipment and supporting the antenna dome with a diameter of R = 15. The total height of the building with a dome is H = 37.0 m. Horizontal floor structures are in the form of reinforced concrete slabs supported on reinforced concrete walls 20 (30) cm thick, columns of different dimensions, and a system of reinforced concrete beams of different cross section. The vertical construction consists of load-bearing reinforced concrete columns, external and internal concrete walls. In the central part of the building, there is a staircase in the form of reinforced concrete slabs with a thickness of d = 16 cm, as well as reinforced concrete elevator core with a square base of approximately 560.0 cm. The calculation of the structure is performed for loads from its own weight, constant loads from the materialization of the object, loads from the equipment and for payloads: from snow and wind and seismic loads of intensity IX. The basic load of the dome is the wind according to the average speed of 70.0 m / sec (according to the measured data). The foundation of the building is on a reinforced concrete slab and reinforcements-capitals under the columns.
16
Qu, Fu Lai, Shun Bo Zhao, Zhi Mei Zhou i Baoan Yuan. "Nonlinear Finite Element Analysis of Corroded Reinforced Concrete Lock-Walls". Applied Mechanics and Materials 101-102 (wrzesień 2011): 329–32. http://dx.doi.org/10.4028/www.scientific.net/amm.101-102.329.
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Reinforcement and concrete can work together to bear load in reinforced concrete structures, one of the main reasons is the relatively prefect bond between reinforcement and concrete. When steel reinforcement corrodes, the bond strength decreases and leads to the degradation of the reinforced concrete members. This paper built a finite element model by selecting appropriate stress-strain relationship of concrete and reinforcement, bond-slip relationship between concrete and corroded steel bars. The flexural behavior of corroded reinforced concrete lock-walls was analyzed by nonlinear finite element method. The calculated results were compared with the test results to verify the reliability of the finite element model. Finally, the influence of corrosion level of steel reinforcement and concrete strength on the normal section bearing capacity of lock-walls were discussed.
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Bamonte, Patrick, Roberto Felicetti, Nataša Kalaba, Francesco Lo Monte, Nicholas Pinoteau, Md Jihad Miah i Pierre Pimienta. "On the Structural Behavior of Reinforced Concrete Walls Exposed to Fire". Key Engineering Materials 711 (wrzesień 2016): 580–87. http://dx.doi.org/10.4028/www.scientific.net/kem.711.580.
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The present work deals with numerical simulations concerning the international benchmark “Vulcain tests on 3 Walls” regarding fire tests conducted in CSTB in Paris, France. To this aim, sequentially-coupled thermo-mechanical analyses have been performed on three reinforced concrete walls, characterized by different load levels and boundary conditions. The numerical results show that the imposed compressive load and boundary conditions significantly influence the magnitude of the displacements. In the case of simply supported walls, the wall with the lower load level exhibited a gradual and monotonic increase of the displacements at mid-height (both in the tests and in the numerical analyses), while the wall with the higher load level exhibited a displacement reversal due to second-order effects after approximately 60 minutes of fire exposure. This reversal, which was obtained in the analyses, was not observed in the test. Load bearing capacity of all the three specimen walls was maintained in such a way that the collapse did not take place during two hours of fire exposure.
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Nandan, Nandan A., i R. Renjith. "Experimental Investigation on Use of Shredded Thermocol to Formulate a Light Weight Concrete Mix for Concrete Filled GFRG Panels". Applied Mechanics and Materials 857 (listopad 2016): 82–87. http://dx.doi.org/10.4028/www.scientific.net/amm.857.82.
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Glass fiber reinforced gypsum panels (GFRG) are hollow panels made from modified gypsum plaster and reinforced with chopped glass fibers. The hollow cores inside the walls can be filled with in-situ concrete/reinforced concrete or insulation material to increase the structural strength or the thermal insulation, respectively. GFRG panels can be unfilled when used as partition walls, but when used as load bearing walls, it is filled with M20 grade concrete (reinforced concrete filling) in order to resist the gravity and lateral loads. The study was conducted in two stages: First stage involves formulation of an alternate light weight mix to be used in the GFRG panels in lieu of M20 grade concrete by partial replacement of cement with phosphogypsum and fine aggregate with shredded thermocol and thereby conducting experimental investigations to obtain the optimum combination. In the second stage the above formulated mix is filled in GFRG panels and experimental investigations are conducted to evaluate the strength parameters and the results are compared with the panels filled with conventional M20 concrete mix. The results of the first stage of experimental investigations are presented in this paper.
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Bahrami, Alireza, Felicia Ågren i Kim Kollberg. "Strengthening Solutions for Deep Reinforced Concrete Beam with Cutout Opening". Buildings 11, nr 8 (20.08.2021): 370. http://dx.doi.org/10.3390/buildings11080370.
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Since reinforced concrete (RC) buildings have long service life, cutout openings are generally needed in their load-bearing walls as a sustainable solution in order to meet new requirements of their users. However, the cutout openings decrease the load-bearing capacity of the walls, which may result in the failure of the buildings. In this paper, we investigate the possibility of making a door opening in a load-bearing RC wall of an existing building in Gävle in Sweden. The wall studied in the current paper rests on two individual supports at its two ends; thus, it is considered as a deep beam. However, it is called an examined wall (EW) here. The StruSoft FEM-Design software is used in this study to model, analyze, and design the building based on the Eurocodes and Swedish national annex. The potential need for the EW to be strengthened when the cutout opening is made is also evaluated. It is concluded that strengthening the EW with cutout opening is needed. Different strengthening solutions are proposed for the EW. Moreover, the situation of the EW with the solutions is assessed with regard to the utilization ratio, deflection, and weight. Consequently, it is demonstrated that the proposed strengthening solutions function well for the EW.
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Xu, Ming, Yong Qin Yao, Liang Chen i Zhong Fan Chen. "Experimental Study on Seismic Behavior of Cold-Formed Thin-Walled Steel R.C.Shear Wall". Advanced Materials Research 446-449 (styczeń 2012): 708–13. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.708.
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CTSRC (cold-formed thin-walled steel reinforced concrete) shear walls system studied herein is made up of cold-formed steel and concrete. Five shear walls were tested quasi-statically under low cyclic lateral loads. The characteristics including failure modes, hysteretic characteristics, ductility and stiffness degradation are investigated. Analytical result indicates that, the CTSRC shear wall structure possess adequate bearing capacity, good seismic performance and high ductility. Stirrup ratio of the restrained side columns had no significant influence on wall’s bearing capacity, but walls with higher stirrup ratio show higher ductility.
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Yakovlev, P. V., V. A. Lebedev i V. M. Piskunov. "Thermal conditions of load-bearing elements of radioactive waste storage facilities". E3S Web of Conferences 220 (2020): 01079. http://dx.doi.org/10.1051/e3sconf/202022001079.
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Facilities for storing radioactive waste with residual heat differ from other facilities in high safety standards in all operating conditions. A feature of these structures is the presence of biological protection in the form of walls and ceilings made of reinforced concrete with a large thickness. The combination of heat dissipation and the large thickness of walls and floors create conditions for the appearance of significant thermal stresses. This feature should be taken into account in the strength calculations of these buildings, taking into account the summation of seismic effects, gravitational forces and thermal stresses caused by uneven temperature fields in concrete. The paper presents the results of calculations of the combined effects of thermal stresses and earthquakes on a building. The data obtained made it possible to determine the features of the deformation of concrete structures with a combination of loads.
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Karantoni, Fillitsa V., i Dimitris N. Sarantitis. "Interventions to Structural System of Masonry Buildings and their Effects to their Seismic Response". Open Construction and Building Technology Journal 13, nr 1 (30.01.2019): 99–113. http://dx.doi.org/10.2174/1874836801913010099.
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Background: Preservation of listed buildings, depending on the importance of each one, requires the conservation of the whole structure or of only the external walls, often called shell of the building, or even only of the façade. In the latter cases, although the new structure is studied to undergo the applied loads according to the codes in force, less research is made to study the response of the remaining structure under seismic loads. Objective: The response of unreinforced masonry (URM) structures with alterations of the original load bearing system to strong ground motions is studied in the present paper. Commonly used radical interventions comprise the addition of a steel or reinforced concrete frame in the interior of the structure after removal of interior load bearing or/and dividing walls. The embedded substructure is designed to support the functional loads of the building and commensurate seismic design forces associated with its mass. In this setting, perimeter walls are relieved of any bearing action apart from resisting the state of stress associated with their self-weight. An important design decision is the extent of contact and interaction that is allowed to occur between the perimeter URM walls and the interior structural system; both options present advantages and disadvantages. Methods: The effect that this design option has on the seismic response of the composite system is studied in this paper using linear elastic finite element analysis. The effect of each intervention is estimated by comparing the principal tensile stresses (pts) developed on the walls before and after each intervention as well as the percentage of the wall areas in elevation where the pts are higher than tensile strength of masonry. Results: It is found that connection of the frame to the masonry walls at several points around the floor and roof perimeters creates a diaphragm action that effectively reduces the out-of-plane bending of the self-standing perimeter URM walls without excessive local stress intensities and increases the shear strength of the building. Lack of contact between the old and new load bearing elements leads to higher intensity stresses due to bending and only the addition of a reinforced concrete tie belt at the top of the walls may mitigate serious damage. Conclusions: The cooperation of the Moment Resisting Frames, irrespective of the material of the frame (reinforced concrete or structural steel) and the walls by connecting the perimeter structural walls with it at floor and roof levels, is more efficient to the stress state of the walls transforming the critical out-of-plane bending of later to shear one, preventing them from out-of-plane collapse.
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Muzhzhuhina, Ekaterina, S. Nikolenko i Svetlana Sazonova. "Modeling of the stress state and determination of the strength characteristics of materials of supporting structures of an industrial workshop". Modeling of systems and processes 15, nr 2 (27.06.2022): 24–33. http://dx.doi.org/10.12737/2219-0767-2022-15-2-24-33.
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The paper presents a part of the results of a full-scale inspection of the molding shop of an industrial enterprise. The results of tests of masonry materials of the shop's enclosing walls by the shock pulse method using the ONIKS 2.5 device are presented. As a result, it was found that the grade for the compressive strength of the ceramic bricks of the walls corresponds to M100, and the grade of the masonry cement-sand mortar of the walls of the building corresponds to M50. The results of concrete testing by the non-destructive method of testing the strength using the DigiShmidt 2000 device were presented. As a result, it was established that the compressive strength class of concrete in reinforced concrete slabs of the pavement corresponds to B10, in reinforced concrete beams of the pavement - B40, in reinforced concrete crane beams of the covering - B15, in reinforced concrete columns of the building - B15. Instrumental studies were carried out using non-destructive testing methods, and verification calculations were carried out using a computer. The results of the verification calculations carried out according to the proposed method showed the sufficient bearing capacity of the roof beams, columns and foundations of the workshop building under the full design load. Based on the results of the survey, a verification calculation of the workshop frame was carried out. In general, the calculation showed sufficient strength of the entire load-bearing structures of an industrial building.
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Zhao, Y., Feng Lai Wang i Fei Zhu. "The Effects of Applied Axial Stress on Lateral Bearing-Load Capacity for Fully Grouted Reinforced Concrete Masonry Shear Walls". Applied Mechanics and Materials 166-169 (maj 2012): 2900–2905. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.2900.
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Ten full-scale fully grouted reinforced concrete masonry shear walls were tested under force-displacement controlled reversed cyclic lateral loads simulating seismic effects. Relevant experimental phenomena and data indicated four walls failing in shear failure and the other six walls failing in flexure to evaluate seismic performance under compress, flexure and shear combined action. The paper mainly examinates lateral bearing-load capacity through two parameters: initial crack and ultimate strength under different failure modes. Through experimental analysis it can be concluded that the shear strength at the initial crack and ultimate load improved with the increased applied axial stress, and the increment of the shear strength was different in shear failure and flexural failure modes. Meanwhile, the ratio of the initial crack load to ultimate load on shear mechanism was from 0.57 to0.59,which was more stable than that(from 0.52 to 0.66)on flexural mechanism. In other words, the applied axial stress have more significant influence on flexural failure walls than shear ones.
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Xiao, Liang Li, Xiao Tao Wang, Yue Li i William M. Bulleit. "Reliability Analysis on Shear Capacity of Reinforced Masonry Wall Due to Earthquake". Applied Mechanics and Materials 105-107 (wrzesień 2011): 360–65. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.360.
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A probabilistic model is used to assess the structural reliability of typical reinforced concrete masonry walls under combined shear and compression. Factors such as model error, shear strength of concrete masonry, wall aspect ratio, horizontal and vertical reinforcement ratios, structural safety class, axial load-to-dead ratio, height and thickness radio of the wall, and load effect combination will be considered. Based on a relatively large number of test results and theoretical analysis from the literature, the limit state equation for shear bearing capacity was established. A sensitivity analysis will be performed to identify the key contributors to the reliability of the masonry walls under the combination of gravity and earthquake. The results will provide a base to evaluate whether consistent safety is achieved for masonry walls that are subjected to different load combinations. The counteracting load factors in current design codes for masonry structure will be investigated.
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La Tegola, Antonio, i Walter Mera. "Characterization of Cementitious Mortar Reinforced with NFRC for Load-Bearing Masonry". Key Engineering Materials 916 (7.04.2022): 465–71. http://dx.doi.org/10.4028/p-5a8vgc.
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The latest seismic events in Ecuador have allowed to verify some damage typologies on masonry panels of reinforced concrete buildings with frame resistant structures. Therefore, some theoretical and experimental research have been carried out to justify the intervention for repairing the damage to the masonry walls to give them a certain degree of shear ductility to provide for compatibility of the lateral deformations of the structure and of the masonry panels.
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Kaize, Ma. "Deformation-Based Nonlinear Finite Element Analysis of Steel High Performance Concrete Structural Walls". Applied Mechanics and Materials 166-169 (maj 2012): 797–802. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.797.
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Base on the experiment results of steel high performance reinforced concrete (SHPRC) structural walls, nonlinear finite element(FE) analysis is performed to simulate the complete process of the loading and concrete crack of SHPRC structural walls in the platform of ABAQUS. The nonlinear of material is taken into account in the models. The reliability of the finite element model is verified through the comparison of the analysis results and the experimental results. Based on the proposed model, the parametric analysis is carried out to study the effect of axial load ratio, aspect ratio, stirrup characteristic value, and steel ratio on the seismic behavior of SHPRC structural walls. It is concluded that the bearing capacity of SHPRC structural walls increase with the increase of the axial load ratio, but the deformation decreases obviously. The deformation and bearing capacity of the structural walls are improved by increasing the steel ratio. With increasing the stirrup characteristic value, the deformation of the structural walls improves significantly. The stirrup characteristic values are proposed to ensure the SHPRC structural walls for different axial load ratios meet the deformation capacity of drift ratio of 1/120,1/100 and 1/80, respectively.
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Popescul, Angela, i Serghei Popescul. "Volumetric-Adjustable Formwork for the Construction of Reinforced- Concrete Monolithic Buildings". Intllectus, nr 1 (lipiec 2022): 106–12. http://dx.doi.org/10.56329/1810-7087.22.1.11.
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Reinforced-concrete monolithic buildings offer high seismic resistance due to the lack of joints be-tween load-bearing walls and floors. Thus, the construction of residential, public, socio-cultural rein-forced-concrete monolithic buildings was applied for the first time in Chisinau. A three-dimensional formwork was used as technological equipment, designed for simultaneous pouring of concrete into vertical walls and floors, forming an integral construction. The formwork is made in the form of flat panels or large U-shaped and L-shaped sections, joined by a mechanism of approach and extension to the design dimensions of the concrete room. After the concrete hardens, the structure is transferred by a crane for successive concreting of the next floors.
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Novikov, M. V., O. A. Sotnikova i A. N. Goikalov. "BEARING CAPACITY OF COMPLEX STRUCTURES OF CELLULAR CONCRETE". Engineering and Construction Bulletin of the Caspian Region 112 (2021): 05–10. http://dx.doi.org/10.52684/2312-3702-2021-36-2-5-10.
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Results of tests of compressed masonry elements from small cellular blocks with foam concrete cores with short-term action of axial load are presented. The nature of the destruction of experimental elements with various reinforcement schemes and the degree of joint work of monolithic foam concrete with gas silicate masonry in a complex structure is established. The strength of these complex structural elements was evaluated and the effectiveness of their application was shown to increase the load-bearing capacity of masonry of walls and pillars in the construction of buildings of small and medium storeys. The strength gain of the compressed elements, due to the reinforcement of the cores with spatial frames, ranged from 10,5 to 12,5 %, the deviation of the theoretical strength values of the centrally compressed complex sections from the experimental ones did not exceed 10 %. One and a half-two-fold reserve of strength of solid and reinforced by foam concrete cores of masonry in case of its application in bearing walls of five-storey building was revealed.
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Carstens, Stefan, i Matthias Pahn. "Durability of GFRP connectors under sustained compression load for use in sandwich walls". Acta Polytechnica CTU Proceedings 33 (3.03.2022): 58–62. http://dx.doi.org/10.14311/app.2022.33.0058.
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Precast concrete sandwich panels are used to fulfil the rising thermal requirements. The sandwich walls consist of three layers, a facing, a thermal insulation layer, and a load bearing layer. The two outer layers are coupled by connectors made of glass-fibre reinforced polymer. A lack of knowledge about load-bearing behaviour prevents the removal of sustained compressive loads. In the context of this article, tests under sustained compressive load are presented. To represent closely the in service-conditions of sandwich walls, the examined connectors were subjected to a saturated alkaline concrete environment as well as to a specified stress level till failure occurs. Thus, the experimental setup combines alkaline resistance and creep rupture tests into one comprehensive testing. By using temperature effects as an accelerating factor, reasonable test durations were enabled. The obtained time to failure line was determined to extrapolate the characteristic values of the long-term strength for a service life up to 50 years. The test results are compared and evaluated with existing test results under a sustained tensile load.
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Rzhevutskaya, V. A., i Yu G. Moskalkova. "Analysis of the functional efficiency of enclosing structures made of expanded clay concrete". Vesnik of Yanka Kupala State University of Grodno. Series 6. Engineering Science 12, nr 2 (24.11.2022): 78–90. http://dx.doi.org/10.52275/2223-5396-2022-12-2-78-90.
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The introduction discusses the main advantages and disadvantages of the use of structural and structural insulated lightweight concrete in the manufacture of load-bearing structures of buildings based on an analytical review of the work of various researchers. It is demonstrated that in the Republic of Belarus there is a sufficient production base for the mass production of expanded clay and expanded clay concrete products. For the special case of designing load-bearing walls made of expanded clay concrete blocks considered in the article, the features of their design are given (for example, reinforced concrete belt, reinforcement of masonry with grids). In the main part, on the example of the design of load-bearing external walls of a warehouse building, the achieved economic effect is demonstrated by the calculation method based on variant design. The results of the practical calculation performed within the framework of the variant design of the enclosing load-bearing walls of the building are presented. Two options are considered: the traditional solution is a masonry of silicate bricks with a thickness of 380 mm, an alternative option is a masonry of expanded clay concrete blocks with a thickness of 300 mm. It is established that the economic effect of the use of expanded clay concrete blocks is 9.3 % per 1 cubic meter. walls compared to the masonry of silicate bricks without taking into account the positive effect in the selection of foundation blocks and slabs, which is achieved as a result of reducing the own weight of the walls. The ways to improve the physical and mechanical characteristics of expanded clay concrete are proposed: the use of expanded clay gravel as a coarse aggregate, increase the strength of expanded clay gravel at the stage of its production, the use of expanded clay fraction up to 10 mm, and fiber reinforcement by polypropylene fiber. In conclusion, it is stated that the use of expanded clay concrete products made of structural and heat-insulating concrete can improve the indicators of the functional efficiency of building structures.
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Wissam K. Al-Saraj, Dr, Dr Layth Abdulbari Al-Jaberi, Sahar J. AL-Serai i . "Carbon Fiber Strengthening of Geopolymer Concrete Wall Panels with Iron Fillings". International Journal of Engineering & Technology 7, nr 4.20 (28.11.2018): 399. http://dx.doi.org/10.14419/ijet.v7i4.20.26142.
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Wall is a vertical plate member resisting vertical (in-plane) or lateral loads. Load-Bearing walls were referred to RC wall panels which were commonly used as load-bearing structural members, braced and laterally supported by the rest of the structure, local materials such as Metakaolin and alkaline solutions are used to cast (600x400) mm reinforced concrete wall panels with 40 mm thickness. To find the ultimate bearing capacity and lateral deflection of wall panels. Seven specimens are divided in two groups to study the variation effect of iron filling (0, 0.5, 0.75 and 1.0)% and carbon fiber (225, 125 and 90 )mm spacing center to center of strips. The result shows that the maximum increasing are 17% and 14% for ultimate bearing capacity and cracking load of wall panels respectively, when iron filling is 1%. Also, the using of carbon fiber with 90 mm spacing center to center of strips leds to increasing in ultimate bearing capacity and cracking load by 31% and 7% respectively. Lateral deflection of wall panels was measured and compared with the reference wall to investigate the strengthening effect.
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Kałuża, Marta. "Experimental Analysis of Surface Application of Fiber-Reinforced Polymer Composite on Shear Behavior of Masonry Walls Made of Autoclaved Concrete Blocks". Buildings 12, nr 12 (13.12.2022): 2208. http://dx.doi.org/10.3390/buildings12122208.
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This paper presents the results of an experimental study of the shear behavior of masonry walls made of aero autoclaved concrete (AAC) blocks strengthened by externally bonded fiber-reinforced polymer (FRP) composites. Fifteen small wall specimens were constructed and tested in a diagonal compression scheme. Two types of composite materials—carbon- and glass-reinforced polymers—were arranged in two configurations of vertical strips, adopted to the location of the unfilled head joints. The effect of the strengthening location and strengthening materials on changes in the strength and deformability parameters are discussed and the failure process of unstrengthened walls is also presented. The placement of the composite on unfilled head joints proved to be a better solution. Carbon-fiber-reinforced polymer (CFRP) strips provided a threefold increase in stiffness, a 48% increase in load-bearing capacity and a high level of ductility in the post-cracking phase. Glass-fiber-reinforced polymer (GFRP) strips offered a 56% increase in load-bearing capacity but did not change the stiffness of the masonry and provided relatively little ductility. Placing the composite between unfilled joints was only reasonable for CFRP composites, providing a 35% increase in load-bearing capacity but with negligible ductility of the masonry.
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Bahrami, A., O. Nexén i J. Jonsson. "Comparing Performance of Cross-Laminated Timber and Reinforced Concrete Walls". International Journal of Applied Mechanics and Engineering 26, nr 3 (26.08.2021): 28–43. http://dx.doi.org/10.2478/ijame-2021-0033.
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Abstract The purpose of this research is to specify the differences between the performance of cross-laminated timber (CLT) and reinforced concrete (RC) walls. The study is done by using the finite element structural analysis and design software, StruSoft FEM-Design, in order to model, analyse and design a reference building located in the city of Gävle in Sweden. The building is firstly modelled, analysed and designed using RC walls and then the RC walls are replaced with CLT walls. In both buildings, other load-bearing elements such as slabs, beams and columns are made of RC while the roof beams are made of glulam. It is found that employing RC has advantages, especially regarding thickness. The results show that the CLT walls require larger dimensions than their RC counterparts. Meanwhile, it is demonstrated that the slabs, beams and columns made of RC in the building having the CLT walls require more reinforcement or larger thickness than the case of walls made of RC. Moreover, the total weight of the building having the CLT walls is 74% of the building having the RC walls. The lower weight of the building having the CLT walls has great advantages such as having lighter foundation and being cost-effective and also beneficial for the environment.
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Humar, Jag Mohan, David Lau i Jean-Robert Pierre. "Performance of buildings during the 2001 Bhuj earthquake". Canadian Journal of Civil Engineering 28, nr 6 (1.12.2001): 979–91. http://dx.doi.org/10.1139/l01-070.
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The performance of buildings during the January 26, 2001, earthquake in the Kachchh region of the province of Gujarat in India is discussed. A majority of the buildings in the earthquake region were either of load-bearing masonry or reinforced concrete framed structure. Most of the masonry buildings were built with random or coursed stone walls without any reinforcement and heavy clay tile roofing supported on wooden logs. A large number of such buildings collapsed leading to widespread destruction and loss of life. Many reinforced concrete frame buildings had infill masonry walls except in the first storey, which was reserved for parking. As would be expected, the open first storey suffered severe damage or collapsed. Observations of failures confirmed the vulnerability of some structural details that are known to lead to distress. However, an important observation to come out of the earthquake was that masonry infills, even when not tied to the surrounding frame, could save the building from collapse, provided such infills are uniformly distributed throughout the height so that abrupt changes in stiffness and strength did not occur.Key words: Bhuj earthquake, 2001; seismology of Kachchh; earthquake damage survey; performance of buildings; load bearing masonry; reinforced concrete frames; structural details vulnerable to earthquakes.
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Nikolenko, S., Svetlana Sazonova i Yuliya In'yakova. "The process of surveying the technical condition of the building of the elevator of the silo building". Modeling of systems and processes 15, nr 4 (13.12.2022): 34–43. http://dx.doi.org/10.12737/2219-0767-2022-15-4-34-43.
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This article is devoted to the analysis of the technical condition of the building and structures of the silo elevator on the basis of the survey. The state of the foundations, walls, ceiling of the silo and columns installed at the corners of the silo to the height of the silo is shown. The purpose of the study was a visual inspection of the reinforced concrete load-bearing structures of the silo elevator. Some results of the performed instrumental studies of structures and materials at the facility are given. Defects and damage to the main load-bearing building reinforced concrete structures and the general condition of the hull were identified visually. An analysis of the main load-bearing building structures of the building showed: the columns and walls have a “limited operational technical condition” - there are signs of a violation of the working capacity and the bearing capacity of the structures; farms have a "limited working technical condition" - there are signs of a violation of working capacity, and the bearing capacity of structures; the coating has a "limited working technical condition" - there are signs of a violation of the working capacity, and the bearing capacity of the structures. The technical condition of the building as a whole is assessed as “workable technical condition”. The phase of the period of operation of the building was determined. Recommendations have been developed to ensure the safe operation of the building under study.
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Kamaruddin, Kartini, i Siti Hawa Hamzah. "Optimisation of Calcium Silicate and Sand Cement Bricks in Masonary Bearing Walls". Scientific Research Journal 3, nr 2 (31.12.2006): 45. http://dx.doi.org/10.24191/srj.v3i2.5669.
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Design and construction of buildings used to be on framed structure incorporating reinforced concrete, steel or timber as structural member to transmit load to the foundation. Bricks are normally used as infill materials in these framed structures. However, research has shown that bricks can also be used as external and internal masonry bearing walls. With the use of structural masonry construction method, cheaper and faster construction can be achieved. Savings are obtained by using less formwork and reinforcing steel, reducing construction time as lesser frames or none are used, and eliminating waiting time for the structural concrete to cure or gain their strength. Calcium silicate and sand cement bricks were tested for their mechanical properties. Investigations were carried out on six masonry bearing walls. Each unit measured 1000 mm × 1000 mm and a half brick thick. The structural behaviour due to compressive axial load was investigated and it shows that both bricks satisfy the requirement as load bearing wall. However, the study concluded that sand cement brick wall showed better performance, with maximum lateral displacement of 3.81mm, vertical deflection of 6.63 mm and ultimate load of 448.13 kN.
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Brunetta, Renathielly Fernanda da Silva, Samuel Nelson Melegari de Souza, Alessander Christopher Morales Kormann i Alexandre Haag Leite. "Life cycle energy assessment and carbon dioxide emissions of wall systems for rural houses". Ambiente Construído 21, nr 1 (styczeń 2021): 37–50. http://dx.doi.org/10.1590/s1678-86212021000100492.
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Abstract Wall systems have a wide range of embodied energy due to the diversity of materials available. This paper analyzes the expenditure of energy and carbon dioxide emissions in internal and external wall systems (IEWS) of a rural residence of social interest in Cascavel, state of Paraná, Brazil. The methodology proposed by NBR ISO 14040 was used to perform a life-cycle energy assessment (LCEA) and the carbon dioxide emissions assessment (LCCO2A) of these systems. Four scenarios were considered: reinforced concrete structure and ceramic blocks wall system, load-bearing masonry with concrete blocks, steel framing and reinforced concrete walls molded on site. As a result, it was found that it is possible to reduce energy consumption up to 25% by opting for reinforced concrete walls molded on site. In regards to CO2 emission, it was verified that the difference is even greater, being able to reduce emissions by almost 32% when opting for this same scenario.
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Drobiec, Łukasz, i Tomasz Rybarczyk. "Influence of reinforced concrete confining on the load-bearing capacity of the AAC walls". ce/papers 2, nr 4 (wrzesień 2018): 409–15. http://dx.doi.org/10.1002/cepa.847.
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Šimek, Ondřej, i Miloš Zich. "Study of the Influence of the Opening Size and the Type of Reinforcement on the Behavior of the Reinforced Concrete Infill Shear Walls". Solid State Phenomena 336 (30.08.2022): 209–15. http://dx.doi.org/10.4028/p-d57up3.
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The subject of the article is a comparison of behavior of a precast reinforced concrete infill shear walls with an opening with different types of reinforcement. These are the walls that can ensure stiffness of the frame structure against horizontal load. Studied walls with an opening represent cases of how the wall can be reinforced prior to the implementation of an additional opening. The influence of the so called “sleeping reinforcement” is studied. This is a reinforcement that would take effect only after the additional opening has been made. The wall elements are first subjected to experimental verification. Subsequently, the results from the experiments are verified by non-linear models, which represent the individual elements during the experiment. Based on these models, a parametric study is performed, where the influence of an opening size in these infill shear walls is studied on their load - bearing capacity and stiffness.
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Hu, Xiaobin, Qinwang Lu, Zihao Xu i Shen Zhang. "Seismic Performance of Reinforced Concrete Coupled Walls with Segmental Coupling Beams". Advances in Civil Engineering 2019 (3.06.2019): 1–16. http://dx.doi.org/10.1155/2019/1520375.
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A novel reinforced concrete (RC) segmental coupling beam (SCB), which mainly comprises the energy dissipating (ED) segment and load bearing (LB) segment, is proposed in this paper. In order to examine its applicability in engineering practice, one scaled RC coupled wall specimen with the proposed SCBs was constructed and experimentally investigated under cyclic loading. The results show that both cracking and yielding occurred much earlier on the ED segments of the SCBs compared to the LB segments. In addition, a lot more cracks distributed densely on the ED segments were observed at the end of the test. It demonstrates that the ED segments play a main role in the energy dissipation, while the LB segments are always reliably capable of carrying the gravity load transferred from the floor beams. Finally, the finite element analysis model of the RC coupled wall is established and validated by comparing the analysis results with the experimental ones. Utilizing the proposed analysis model, parametric analyses are conducted to investigate the influence of a variety of design parameters, including the axial compressive ratio of the wall pier, concrete strength, and especially sectional height of the SCB, on seismic performance of the coupled wall. It shows that as the sectional height of the ED segment increases, the energy dissipating capacity of the coupled wall may improve while the ability of supporting the gravity load is lowered.
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Nosenko, Viktor, Oleg Fesenko i Taras Donets. "Assessment of fire exposure on the load bearing capacity of basement storey walls". Bases and Foundations, nr 45 (23.12.2022): 33–39. http://dx.doi.org/10.32347/0475-1132.45.2022.33-39.
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This paper presents the numerical modelling of the fire exposure on structural element and its static analysis taking account of the material properties reduction due to elevated temperature.
The reinforced concrete wall of basement storey was subjected to one side fire exposure.
Advanced calculation methods were used to assess the fire exposure on the structural element as most reliable and approximate to fire test results. Thermal analysis was performed with LIRA-CAD software by the simulating of three main heat-transfer ways: thermal conductivity, convection and radiation. As a result of the thermal analysis, temperature distribution in the concrete and reinforcement parts of the structural element cross-section was obtained. The thermal analysis of the wall structural element was performed for 120 minutes in standard fire exposure. Reduction factors for the strength of concrete and reinforcement steel were determined based on the temperature distribution in the wall structural element cross-section. The cross-section is divided into a number of parallel zones of equal thickness where the mean temperature and the corresponding mean compressive strength is assessed according to the Zone method procedure. The fire damaged zone of thickness az at the fire exposed sides and reduced cross-section were obtained.
Static analysis of the wall load-bearing capa-city was performed using the procedure applicable for normal temperature design. The Deformation method for normal temperature design taking to account concrete deformation was used. The Deformation method for normal design taken to account concrete deformation at every step of iteration was used. The reduced load-bearing capacity of the fire damaged wall taking into account residual concrete strength was calculated and relevant load-bearing capacity diagrams were determined.
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Fan, Yang, i Wang Ying. "Experimental Study on Seismic Performance of Reinforced Concrete Frame Columns Supported with Post-build Wing Walls". Open Civil Engineering Journal 11, nr 1 (30.01.2017): 82–91. http://dx.doi.org/10.2174/1874149501711010082.
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Six specimens of concrete frame columns reinforced by post-build wing walls on the opposite faces were designed and fabricated to investigate their seismic performance. Axial compression ratio was considered as the critical factor and divided into 0.31, 0.36, and 0.40 before reinforcement. HRB400 steel grade was used to the longitudinal bar and the ratio of longitudinal reinforcement divided into 1.23%, 1.05% and 0.82%, stirrup reinforcement ratio was 0.6%, and the stirrups were made by HPB300 steel grade. To meet with requirement of ‘strong shear, weak bending’, the ratio of the shear span to effective depth of columns was equal to 2.4. All specimens were subjected into cyclic reversing load. The testing results showed that wing walls reinforced significantly increased the seismic bearing capacity of the specimens and the wing walls damaged seriously, but the columns were not. The limited drift was ranged from 0.021 to 0.033. The post-build wing walls under horizontal motion may dissipate energy effectively while ensuring that the existing columns without obvious damage under vertical loads and earthquake strong motion.
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Sun, Jian, Hongxing Qiu i Hongbo Jiang. "Lateral load behaviour of a rectangular precast shear wall involving vertical bolted connections". Advances in Structural Engineering 22, nr 5 (8.11.2018): 1211–24. http://dx.doi.org/10.1177/1369433218807685.
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This article is concerned about precast reinforced concrete shear walls and the methods of assembling shear wall panels to form a reliable load transfer system. An assembling method is proposed using dry connection through an H-shaped steel connector (H-connector) and high-strength bolts. A preliminary design, including the H-connector design and bolt design, has been carried out based on the force analysis on the vertical connection in the wall assembly. On the basis of the finite element analysis verified by an experimental study, the preliminary design has been confirmed and a monolithic coefficient ( ζ) has been used to evaluate the cooperative working performance of the two parallel shear walls. Then this article continues to carry out a finite element parametric study on the mechanical behaviour of the precast reinforced concrete shear walls with varying parameters, which includes the bolt specification, the frictional coefficient on the contact surface within the bolted connection and the thickness of the H-connector flange. The lateral load bearing capacity, lateral stiffness and cooperative working performance of the wall assemblies involving these varying parameters have been broadly analysed.
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Belous, A. N., E. A. Dmitrenko, Ya Yu Goncharova i O. E. Belous. "REDUCTION OF HEAT-MOISTURE IMPACT ON REINFORCED CONCRETE SILO FOR STORING CEMENT CLINKER". Vestnik Tomskogo gosudarstvennogo arkhitekturno-stroitel'nogo universiteta. JOURNAL of Construction and Architecture, nr 6 (29.12.2019): 162–73. http://dx.doi.org/10.31675/1607-1859-2019-21-6-162-173.
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The paper analyzes various constructional options for insulation of load-bearing structures of reinforced concrete silo. Based on the analysis, the optimum insulation was selected according to the minimum temperature difference in the wall thickness. Factors affecting the heat-moisture characteristics of the walls of reinforced concrete silo are identified. The influence of heat-conducting inclusions on the heat-moisture characteristics of the building envelope is estimated. The temperature differences in the silo wall thickness are detected. The temperature and humidity are calculated for various design options and the moisture accumulation percentage of the con-struction is calculated for the specified time period.
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Berkowski, Piotr, i Grzegorz Dmochowski. "Structural and material assessment of historic reinforced brick masonry elevator for grain – a study case". MATEC Web of Conferences 361 (2022): 01001. http://dx.doi.org/10.1051/matecconf/202236101001.
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The grain elevator was erected around 1940 and is situated at the Odra River embankment. It has a rectangular plan with the longer side perpendicular to the former port wharf. The structure of the building is mixed, made of reinforced concrete and brick masonry. The entire facility was founded on a reinforced concrete foundation slab. The ground floor columns, supporting the silos, the walls of the ground floor, the floor above the ground floor with silo drainage funnels, the inter-story ceilings of the technical route, the roof concrete frames and the attic ceiling are made of reinforced concrete. The main part of the structure consists of 74 interlocked grain silos, with a square cross-section. The walls of the silo chambers are brick, reinforced with steel bars in each joint. The article presents the results of diagnostics of the technical condition of the assessed object, including material analyses (concrete, brick, steel), as well as the results of static and strength calculations of the main load-bearing elements of the object conducted in order to verify the possibility of its adaptation to new housing functions.
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Vermeltfoort, A. T., i D. R. W. Martens. "Composite action in masonry walls under vertical in-plane loading: experimental results compared with predictions". Canadian Journal of Civil Engineering 42, nr 7 (lipiec 2015): 449–62. http://dx.doi.org/10.1139/cjce-2014-0098.
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The results of five experimental test series on masonry walls supported by reinforced concrete beams or slabs are reported and compared to theoretical predictions of the load bearing capacity. The experiments were performed on deep masonry beams built with respectively calcium silicate and clay brick. Investigated parameters were: position of the supports, concrete beam-masonry interface, concrete beam stiffness, type of loading, and height of masonry wall and concrete beam. Based on literature, the method proposed by Davies and Ahmed as well as the method according to Eurocode 6 were used to estimate the load bearing capacity of the tested masonry walls supported by concrete beams. The method of Davies and Ahmed allows for the determination of the stresses and stress resultants in the masonry. The analysis shows that near the support an inclined compressive force acts at the bed joint, which means that a shear-compression stress state exists in the bed joint. Strength evaluation has been carried out using the Mann-Müller criterion that is adopted in Eurocode 6. Based on the test results, it may be concluded that both methods yield conservative values of the load bearing capacity, as could be expected. Before cracking a linear elastic behavior was observed, while after cracking a strut-and-tie model may be applied. To develop more accurate design models, it is recommended to investigate the post-cracking behavior in more detail.
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Decanini, Luis D., Adriano De Sortis, Agostino Goretti, Laura Liberatore, Fabrizio Mollaioli i Paolo Bazzurro. "Performance of Reinforced Concrete Buildings during the 2002 Molise, Italy, Earthquake". Earthquake Spectra 20, nr 1_suppl (lipiec 2004): 221–55. http://dx.doi.org/10.1193/1.1765107.
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About 10% of the almost 20,000 buildings damaged by the 2002 Molise, Italy, seismic sequence were reinforced concrete (RC). The most frequent type of damage affected the infill masonry walls, but in some cases cracks in concrete columns were observed. Heavy damage to both infills and structural elements was restricted to a few cases in the meizoseismal area. Almost all the affected municipalities were only classified as seismic in May 2003, following this earthquake. Consequently, construction generally used vertical-load-bearing moment-resisting frames with no explicit design for seismic lateral forces. In particular, the reinforced concrete buildings typically consist of cast-in-place unidirectional RC slabs lightened with hollow clay tiles, supported by RC beams and columns. Usually no shear walls are present, except in some cases for the elevator shaft. This paper covers: a) an overview and statistical analysis of damage to RC buildings, and b) a detailed analysis of two damaged buildings.
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Kahrizi, Mehdi, i Mehrzad TahamouliRoudsari. "SEISMIC PERFORMANCE OF SCHOOL BUILDINGS IN 2017 EZGELEH EARTHQUAKE, IRAN". Bulletin of the New Zealand Society for Earthquake Engineering 53, nr 2 (1.06.2020): 70–82. http://dx.doi.org/10.5459/bnzsee.53.2.70-82.
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Due to the high number of students and the possibility of a high death toll during an earthquake, school buildings are considered as highly important structures in most of today’s seismic codes. The constituents of the structures of these buildings including the load bearing walls and the steel/ concrete components have to be designed so that they are at least capable of life-safety structural performance in the face of strong earthquakes. Meanwhile, due to their significant effects on the response of the structure, the performance of load-bearing and infill walls is particularly important. Observations from educational facilities after the Ezgeleh earthquake of November 12th, 2017 have revealed that the school buildings with unconfined load-bearing wall structural system located in near and far fields of the earthquake have sustained the highest level of damage. Schools with steel and reinforced concrete (RC) structural systems have fared much better in terms of seismic performance and damage. In this study, in addition to the specifications of the 2017 Ezgeleh earthquake, the structural systems and the infill walls used in the educational facilities in the earthquake – affected areas are introduced. Then, the performances of different school buildings with varying structural systems located in the far and near fields of the earthquake were investigated. The results obtained from field observations have been summed up and presented.
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Britvin, Sergey, Oleg Rubin, Pavel Belkin, Sergey Lisichkin, Igor Baklykov i Alexander Yurchenko. "Results of computational studies of stress-strain state of locks No. 15 and No. 16 of Gorodetsky complex of hydraulic structures". E3S Web of Conferences 365 (2023): 01004. http://dx.doi.org/10.1051/e3sconf/202336501004.
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The article provides the results of computational studies of the stress-strain state of reinforced concrete structures chambers of locks No. 15 and No. 16 of the Gorodetsky complex of hydraulic structures, performed on the basis of a finite element model taking into account the data of long-term monitoring and field surveys. Combinations of loads that are pleasant in computational studies correspond to the most unfavorable operating conditions. The applied finite element models take into account the structural features of the structure, including interlocking construction joints and the actual location of the reinforcement. In the computational studies, the load-bearing capacity of the actual anchoring of the new repair concrete and the concrete of the main array was checked; the distribution of vertical stresses in the chamber walls, in the reinforcement of the chamber wall, the values of the main stresses in the concrete block under the construction joint was obtained. Conclusions are drawn about the values of horizontal displacements of the upper parts of the chamber walls, cracking in the walls, and the need for reliable anchoring of new repair concrete to the concrete of the main array.