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Journal articles on the topic 'Concrete walls Concrete walls Earthquake resistant design'

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Published: 4 June 2021
Last updated: 1 February 2022

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1

E.V., Shipacheva, Pirmatov R. Kh., and Turdalieva M.K. "Heat Engineering Heterogeneity Of The Outer Walls Of Earthquake-Resistant Buildings." American Journal of Interdisciplinary Innovations and Research 02, no. 12 (2020): 1–8. http://dx.doi.org/10.37547/tajiir/volume02issue12-01.

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When assessing the level of energy efficiency of civilian buildings, a special place is given to establishing the level of thermal protection of their external enclosing structures. Significant discrepancies in the results of theoretical and experimental studies of heat fluxes through the outer walls of buildings erected in seismic areas are associated with the design features of fences - the presence of reinforced concrete elements in them: anti-seismic belts at the level of floors, cores at intersections of walls and along the edges of large window openings ... In addition, in recent years,
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2

Mohammad, Eisa, and Eisa Mohammad. "The necessity of transverse steel reinforcement for confinement in structural reinforced concrete walls using nonlinear static and dynamic analysis method." Facta universitatis - series: Architecture and Civil Engineering 18, no. 2 (2020): 161–75. http://dx.doi.org/10.2298/fuace200817012m.

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Reinforced concrete walls are one of the most efficient and earthquake-resistant systems. In order to provide adequate performance against seismic forces, their ductility should be provided by considering some design principles. Since confining the concrete increases the ductility of the reinforced concrete members, design instructions try to increase the ductility of the wall by utilizing transverse rebars in a certain length of wall edges. In this study, the need for the transverse steel bars to apply confinement in concrete is compared with the equations suggested by previous studies for th
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3

Zygouris, N. St, G. M. Kotsovos, D. M. Cotsovos, and M. D. Kotsovos. "Design for earthquake-resistent reinforced concrete structural walls." Meccanica 50, no. 2 (2014): 295–309. http://dx.doi.org/10.1007/s11012-014-9877-1.

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4

Paulay, Thomas. "The Design of Ductile Reinforced Concrete Structural Walls for Earthquake Resistance." Earthquake Spectra 2, no. 4 (1986): 783–823. http://dx.doi.org/10.1193/1.1585411.

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In the design of reinforced concrete multistorey buildings, in which lateral load resistance has been assigned to structural walls, the emphasis should be on a rational strategy in the positioning of walls and the establishment of a hierarchy in the development of strengths to ensure that in the event of a very large earthquake brittle failure will not occur. The preferred mode of energy dissipation should be flexure in a predictable region. Therefore failures due to diagonal tension or compression, crushing of concrete in compression, sliding along construction joints, instability of wall ele
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Massone, Leonardo M., Patricio Bonelli, René Lagos, Carl Lüders, Jack Moehle, and John W. Wallace. "Seismic Design and Construction Practices for RC Structural Wall Buildings." Earthquake Spectra 28, no. 1_suppl1 (2012): 245–56. http://dx.doi.org/10.1193/1.4000046.

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Reinforced concrete buildings utilizing structural walls for lateral load resistance are the predominant form of construction in Chile for buildings over four stories. Typical buildings include a large number of walls, with ratios of wall cross-sectional area to floor plan area of roughly 3% in each principal direction. Based on the good performance of RC buildings in the March 1985 earthquake, requirements for closely spaced transverse reinforcement at wall boundaries were excluded when Chile adopted a new concrete code in 1996 based on ACI 318-95. In recent years, use of three-dimensional li
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Mukanbet kyzy E. and E.T. Toktoraliev. "ANALYSIS OF THE BASIC DESIGN PRINCIPLES OF LOW-RISE RESIDENTIAL BUILDINGS." Herald of KSUCTA n a N Isanov, no. 4 (December 16, 2019): 634–38. http://dx.doi.org/10.35803/1694-5298.2019.4.634-638.

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This article investigates the basic provisions of design of earthquake-resistant low-rise buildings and formulated the basic principles of design of earthquake-resistant buildings by design, erected in seismic areas: frame, volume-block, large-panel, with walls of large blocks, with walls of monolithic concrete, with walls of complex structure, with load-bearing walls of brick or stone, wooden buildings with walls of local materials. Seismically unfavorable conditions, which are designed as a large part of the terrain land (steep shores, gorge, water, etc.), impact disturbance, physiographic p
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7

Yoon, Seung Joe, Soo Yeon Seo, and Chang Sik Kim. "Seismic Capacity of Reinforced Concrete Frame Strengthened with In-Filled Wall Using Embedded Form." Applied Mechanics and Materials 236-237 (November 2012): 636–39. http://dx.doi.org/10.4028/www.scientific.net/amm.236-237.636.

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This study includes the development of the seismic retrofit technology that structural frame of building is strengthened by installing additional wall with embedded form after demolition of the inner walls of unreinforced masonry wall including the exterior design walls. In addition, this paper involves the earthquake resistant performance evaluation of the system through an experimental work. From the test, it was turned out that as for the maximum strength of the specimens, the maximum load was similar regardless of whether using the embedded form. However, EF-IW-H1(embedded form) specimen w
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8

Paulay, T., and W. J. Goodsir. "The capacity design of reinforced concrete hybrid structures for multistorey buildings." Bulletin of the New Zealand Society for Earthquake Engineering 19, no. 1 (1986): 1–17. http://dx.doi.org/10.5459/bnzsee.19.1.1-17.

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To complement existing capacity design procedures used in New Zealand for reinforced concrete buildings in which earthquake resistance is provided by ductile frames or ductile structural walls, an analogous methodology is presented for the design of ductile hybrid structures. Modelling and types of structures in which the mode of wall contribution is different are briefly described. A step by step description of a capacity design procedure for a structural system in which fixed base ductile frames and walls, both of identical height, interact, is presented. The rationale for each step is outli
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9

Tremblay, R., P. Léger, and J. Tu. "Inelastic seismic response of concrete shear walls consideringP–delta effects." Canadian Journal of Civil Engineering 28, no. 4 (2001): 640–55. http://dx.doi.org/10.1139/l01-029.

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The inelastic response of a typical 12-storey ductile reinforced concrete flexural wall is examined under strong earthquake ground motions to determine the importance of P–delta effects and assess the seismic demand in shear and flexure. According to the stability factor approach of the National Building Code of Canada (NBCC) to account for P–delta effects, the flexural strength of the wall has to be increased by as much as 29%. However, the inelastic dynamic analyses indicate that P–delta effects on lateral deformations and curvature ductility demand are negligible for walls that meet the 2%
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10

Han, Jun, Ying Min Li, Wei Xian Chen, Wei Jiang, and Wei Zhao. "Verification of Adjustment Method of Design Seismic Shear Force of the Frame in RC Frame-Shear Wall Structure." Advanced Materials Research 163-167 (December 2010): 1736–43. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1736.

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Reinforced concrete frame-shear wall structure is a double resistance to lateral force system, in which the frames and shear walls work cooperatively and the distributive rule of the earthquake force varies with different earthquake actions. To ensure the frames bear the increasing earthquake shear force and play a role of second defense line due to the internal force re-distribution after the stiffness degradation of shear walls, the elastic design earthquake shear force of the frames should be adjusted. However the adjustment measures applied in Chinese code are proposed according to the des
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11

Liu, Yun, Gonglian Chen, Zhipeng Wang, Zhen Chen, Yujia Gao, and Fenglan Li. "On the Seismic Performance of Autoclaved Aerated Concrete Self-Insulation Block Walls." Materials 13, no. 13 (2020): 2942. http://dx.doi.org/10.3390/ma13132942.

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Autoclaved aerated concrete (AAC) self-insulation block masonry is often used for the infill walls in steel and concrete frame structures. To work together with the frame under earthquake action, it is essential to understand the seismic behavior of AAC self-insulation block masonry walls. In this paper, six AAC self-insulation block masonry walls were experimentally studied under the pseudo static test. The load-displacement hysteretic curves were drawn with the test data. The failure characteristics, loading capacity, stiffness degeneration, energy dissipation capacity and hysteretic behavio
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12

Lau, David T., and Joshua E. Woods. "A concentric tube anchor system for fiber-reinforced polymer retrofit of reinforced concrete structural walls under extreme loads." International Journal of Protective Structures 9, no. 1 (2017): 77–98. http://dx.doi.org/10.1177/2041419617732353.

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In reinforced concrete elements strengthened with fiber-reinforced polymer sheets, premature debonding of the fiber-reinforced polymer from the concrete substrate occurs due to lack of anchorage, which reduces the efficiency of the retrofitting system. This article reviews several common anchor systems and describes the development, optimization, and testing of a steel tube anchor in retrofit of reinforced concrete structural elements using externally bonded fiber-reinforced polymer sheets suitable for application to improve resistance against extreme load conditions (e.g. blast, impact, or an
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Humar, Jagmohan, and Marjan Popovski. "Seismic response of single-storey buildings with flexible diaphragms." Canadian Journal of Civil Engineering 40, no. 9 (2013): 875–86. http://dx.doi.org/10.1139/cjce-2012-0493.

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The roof framing in single-storey buildings with large foot prints, generally used for commercial, educational, or institutional purposes, often consists of a flexible steel deck or wood panel diaphragm. Resistance to seismic lateral loads is provided by steel bracings, masonry shear walls, concrete shear walls, wood panel shear walls, or cold formed wall systems. The response of such buildings to seismic loads is strongly affected by the flexibility of the roof diaphragm. Diaphragm flexibility alters the manner in which the inertia forces, shears, and bending moments are distributed along the
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14

Chaallal, O., and D. Gauthier. "Seismic shear demand on wall segments of ductile coupled shear walls." Canadian Journal of Civil Engineering 27, no. 3 (2000): 506–22. http://dx.doi.org/10.1139/l99-097.

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This paper presents the results of nonlinear dynamic analyses carried out on ductile coupled shear walls (CSWs) to investigate the seismic shear demand on wall segments. The objectives of the present study were to evaluate the dynamic amplification and establish a code-format force reduction factor for shear, applicable in Canada. The study considered three Canadian seismic zones (4, 5, and 6), five numbers of storeys (6, 10, 15, 20, and 30), three degrees of coupling (low, medium, and high), and 10 historical earthquake records encompassing a broad range of frequency contents. Overall, 450 an
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15

Chen, Fei, Jian Hui Deng, Jin Bng Wei, and Jia Jia Tai. "Behaviour of Slope Protecting and Retaining Structures during Wenchuan Earthquake on May 12 2008." Advanced Materials Research 243-249 (May 2011): 5136–43. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.5136.

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At 14:28, May 12th 2008, a strong earthquake measured Ms8.0 hits Longmenshan mountain area, west Sichuan province, China. The quake is induced by the thrust of Longmenshan central fault, results in around 50000 rock avalanches and landslides, destroys numerous villages and towns, and causes nearly 90000 fatalities or missing. Based on field reconnaissance, the geology and fault patterns in Longmenshan mountain area are firstly introduced, then the damage or failure phenomena of slope protecting and retaining structures in quake-hit area is described and discussed, including slide-resistant pil
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16

Emami, Ali R., and Amir M. Halabian. "Damage Index Distributions in RC Dual Lateral Load-Resistant Multi-Story Buildings Considering SSI Effects Under Bidirectional Earthquakes." Journal of Earthquake and Tsunami 12, no. 01 (2018): 1850004. http://dx.doi.org/10.1142/s1793431118500045.

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Inelastic seismic responses of flexibly supported reinforced concrete (RC) moment-resisting frames representing short-to-tall structures stiffened with ductile RC structural walls were evaluated considering both far-field and near-field ground motions. A dual shear wall-frame resisting system with symmetric reference plan was created by adding shear walls into excitation direction of the three-dimensional frames developed by generic structure algorithm. The current study also aims to take into account soil–structure interaction effects in to damage assessment of multi-story RC buildings in ter
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17

Sitorus, Deny Anarista, and Wiryanto Dewobroto. "STUDI PERBANDINGAN PERENCANAAN BANGUNAN BAJA SISTEM SPECIAL MOMENT FRAMES DAN SPECIAL PLATE SHEAR WALLS." Jurnal Muara Sains, Teknologi, Kedokteran dan Ilmu Kesehatan 3, no. 1 (2019): 57. http://dx.doi.org/10.24912/jmstkik.v3i1.2565.

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Indonesia merupakan wilayah rawan gempa, sehingga konstruksi bangunan memakai sistem penahan gaya seismik dianggap penting. Umumnya, struktur bangunan adalah beton bertulang, adapun baja penggunaan sistem special moment frames (SMF) lebih banyak dijumpai sebagai sistem penahan gaya seismik. Padahal menurut peraturan ASCE/SEI 7-10 terdapat pilihan sistem penahan gaya seismik untuk bangunan baja seperti special plate shear walls (SPSW), special truss moment frames (STMF) dan sistem khususnya lainnya. Studi ini akan memperlihatkan perbandingan perencanaan bangunan sistem SMF dan SPSW dalam mempel
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18

Rafi, Muhammad Masood, Sarosh Hashmat Lodi, Muhammad Ahmed, Amit Kumar, and Firoz Verjee. "Development of building inventory for northern Pakistan for seismic risk reduction." International Journal of Disaster Resilience in the Built Environment 7, no. 5 (2016): 501–20. http://dx.doi.org/10.1108/ijdrbe-05-2015-0028.

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Purpose This paper aims to present the studies which were carried out to determine building typology in Northern Pakistan, which is a seismically active region. Design/methodology/approach A total of 41 towns and cities were surveyed to collect the data of building types. Help was also taken from global positioning system and satellite imagery. Findings In total, 14 different types of buildings were identified in the region based on the structural system and combination of wall and roof materials; each of them was assigned an appropriate designation. The walls in these buildings were made of b
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19

Hopkins, David, Darrin Bell, Rafael Benites, James Burr, Craig Hamilton, and Rudolph Kotze. "The Pisco (Peru) earthquake of 15 August 2007." Bulletin of the New Zealand Society for Earthquake Engineering 41, no. 3 (2008): 109–92. http://dx.doi.org/10.5459/bnzsee.41.3.109-192.

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The Mw 8.0 Pisco earthquake struck at 6.40pm local time with an epicentre offshore about 150 km south of Lima. At least 519 people were killed, and over 1,300 injured. Over 38,000 homes were destroyed and more than 100,000 were made homeless. 14 hospitals were destroyed and many other facilities damaged. The city of Pisco was worst affected with serious damage to the majority of adobe buildings. Other cities and towns nearby suffered similar damage to a lesser extent, depending on the distance from the epicentre. The capital Lima was not seriously affected, although there was some minor damage
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Wu, Yuan Yuan, Zhen Kun Cui, Qian Qian Gong, and Lei Zeng. "SRC Frame-RC Core Wall Hybrid Structures Collapse-Resistant Design." Applied Mechanics and Materials 580-583 (July 2014): 1708–11. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.1708.

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To study Steel reinforced concrete frame-reinforced concrete core wall (SRC frame-RC core wall) hybrid structure earthquake damage evolution and collapse mechanism, this paper holds the earthquake collapse mechanism, seismic collapse analysis and collapse control strategies as the mainline, establishes performance degradation and collapse criterion characterization based on structure dynamic characteristics, adopts incremental dynamic analysis (IDA) method to complete the prototype structure collapse-resistant test and quantitative assessment of seismic collapse analysis and determine the main
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COUGHLIN, Andrew, Andrea SCHOKKER, and Eric MUSSELMAN. "Design of Blast Resistant Long-Carbon Fibre Concrete Walls." IABSE Congress Report 17, no. 9 (2008): 350–51. http://dx.doi.org/10.2749/222137908796292948.

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22

Kim, Hee Cheul, Jung Woo Park, Jin Young Park, Young Hak Lee, and Dae Jin Kim. "Structural Behavior of a Steel Grid Shear Wall Subjected to Combined Axial and Cyclic Lateral Loads." Applied Mechanics and Materials 479-480 (December 2013): 1175–79. http://dx.doi.org/10.4028/www.scientific.net/amm.479-480.1175.

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The effects of earthquakes can be devastating especially to existing structures that are not based on earthquake resistant design. This study proposes a steel grid shear wall that can provide a sufficient lateral resistance and can be used as a seismic retrofit method. An experiment was performed on reinforced concrete (RC) frames with and without the steel grid shear wall proposed in this study. These frame specimens were subjected to combined axial and cyclic lateral loads that were applied by using two actuators with a maximum capacity of 500 kN and a single actuator with a maximum capacity
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Miao, Zhi Wei, Zhao Yun Qiu, and Yang Ming. "Study on Energy Dissipation Mechanism and Collapse-Resistant Performance of RC Frame-Shear-Wall Structure under Strong Earthquake." Applied Mechanics and Materials 204-208 (October 2012): 2550–54. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2550.

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Energy dissipation mechanism is very important for the structural collapse-resistant performance under strong earthquakes. Two reinforced concrete (RC) frame-shear-wall structures with different span-depth ratios in coupling beams were designed according to current Chinese seismic design code and then analyzed by nonlinear time-history analysis method under a serial of strong earthquake records. Based on the analysis results, energy dissipation mechanism and collapse-resistant performance of the two structures under strong earthquakes are studied. And the “strong wall limb-weak coupling beam”
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Adebar, P. "Compression failure of thin concrete walls during 2010 Chile earthquake: lessons for Canadian design practice." Canadian Journal of Civil Engineering 40, no. 8 (2013): 711–21. http://dx.doi.org/10.1139/cjce-2012-0315.

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Numerous thin concrete walls failed in compression during the 2010 Chile earthquake. Experiments on small wall elements indicate that thin concrete walls without tied vertical reinforcement may fail very suddenly at uniform compression strains as low as 0.001 due to the thin layer of concrete between two layers of reinforcement becoming unstable. A test on a wall subjected to axial compression and strong-axis bending demonstrated that unlike a tied column, a thin concrete wall can suddenly lose all axial load-carrying capacity. Nonlinear response history analysis of a typical Chilean high-rise
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Turek, Martin, Carlos E. Ventura, and Steven Kuan. "In-Plane Shake-Table Testing of GFRP-Strengthened Concrete Masonry Walls." Earthquake Spectra 23, no. 1 (2007): 223–37. http://dx.doi.org/10.1193/1.2429564.

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In-plane shake-table tests were performed on eight full-scale unreinforced concrete block walls. Three of the walls were left as plain unreinforced masonry and five were strengthened using glass-fiber-reinforced plastic (GFRP) strips in four different configurations. All walls were first subjected to design-level earthquake records to determine the improvement obtained from the addition of the GFRP. The walls were then subjected to extreme-level earthquake records to examine the ultimate failure modes and the effects of the various GFRP configurations on the response of the walls. It was obser
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Wood, Sharon L. "Performance of Reinforced Concrete Buildings during the 1985 Chile Earthquake: Implications for the Design of Structural Walls." Earthquake Spectra 7, no. 4 (1991): 607–38. http://dx.doi.org/10.1193/1.1585645.

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The 1985 Chile earthquake provided a rare opportunity to study the seismic response of buildings with reinforced concrete walls. More than 230 moderate-rise reinforced concrete buildings were located in the coastal city of Vin~a del Mar at the time of the earthquake. The majority of these buildings relied on structural walls to resist vertical and lateral loads. However, the walls did not have the reinforcement details required in current U.S. codes to ensure ductile response. A survey of damage following the earthquake indicated that most of these buildings sustained no structural damage. Ana
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27

Askarizadeh, N., and M. R. Mohammadizadeh. "Numerical Analysis of Carbon Fiber Reinforced Plastic (CFRP) Shear Walls and Steel Strips under Cyclic Loads Using Finite Element Method." Engineering, Technology & Applied Science Research 7, no. 6 (2017): 2147–55. http://dx.doi.org/10.48084/etasr.1279.

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Reinforced concrete shear walls are the main elements of resistance against lateral loads in reinforced concrete structures. These walls should not only provide sufficient resistance but also provide sufficient ductility in order to avoid brittle fracture, particularly under strong seismic loads. However, many reinforced concrete shear walls need to be stabilized and reinforced due to various reasons such as changes in requirements of seismic regulations, weaknesses in design and execution, passage of time, damaging environmental factors, patch of rebar in plastic hinges and in some cases fail
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Maali, Mahyar. "Shear Wall Design within the Light of Prominent Standards." Civil Engineering Beyond Limits 1, no. 4 (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 o
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Sritharan, Sri, Sriram Aaleti, Richard Stuart Henry, Kuang-Yen Liu, and Keh-Chyuan Tsai. "Precast concrete wall with end columns (PreWEC) for earthquake resistant design." Earthquake Engineering & Structural Dynamics 44, no. 12 (2015): 2075–92. http://dx.doi.org/10.1002/eqe.2576.

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Sritharan, Sri, Katrin Beyer, Richard S. Henry, Y. H. Chai, Mervyn Kowalsky, and Desmond Bull. "Understanding Poor Seismic Performance of Concrete Walls and Design Implications." Earthquake Spectra 30, no. 1 (2014): 307–34. http://dx.doi.org/10.1193/021713eqs036m.

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The 2010–2011 Canterbury earthquakes in New Zealand revealed (1) improved structural response resulting from historical design advancements, (2) poor structural performance due to previously identified shortcomings that had been insufficiently addressed in design practice, and (3) new deficiencies that were not previously recognized because of premature failure resulting from other design flaws. This paper summarizes damage to concrete walls observed in the February 2011 Christchurch earthquake, proposes links between the observed response and specific design concerns, and offers suggestions f
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Sekine, Keiji, Yoshinari Munakata, Osamu Kontani, and Koji Oishi. "Study on Radiation Shielding Performance of Reinforced Concrete Wall After the Earthquake." Journal of Disaster Research 5, no. 4 (2010): 361–68. http://dx.doi.org/10.20965/jdr.2010.p0361.

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The structure in which radioactive substances are stored and handled must be earthquake resistant. We will be confirming radioactive shielding performance of reinforced concrete walls when cracks occur due to large earthquakes. In this study, we performed horizontal loading experiments to evaluate shielding performance of earthquake resisting walls and constructed a safety crack model. Next, the shielding calculation was done by using the crack model, and the shielding performance of the earthquake resisting wall was evaluated. As a result, if the structure is designed according to the standar
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Xu, Xiang Tao, and Xiao Hu. "Comparative Study on the Earthquake Behavior of Frame-Shear Wall Structure of Concrete Filled Steel Tubular under Conventional Earthquake." Advanced Materials Research 368-373 (October 2011): 1981–84. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.1981.

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In this paper, seismic behavior of the frame-shear wall structure, which are respectively composed of the concrete filled steel tubular (CFST) and of the reinforced concrete (RC) column, have been studied under the conventional earthquake. Dynamic behaviors and earthquake responses including deformation and forcing of the CFST and RC structures are analyzed. Comparing the calculation results, the earthquake resistant behavior of the CFST structure has been evaluated synthetically, which may be referential for structure design.
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Zona, Alessandro, Graziano Leoni, Hervé Degée, and Andrea Dall'Asta. "Design of innovative seismic-resistant steel-concrete hybrid coupled shear walls." IABSE Symposium Report 102, no. 12 (2014): 2389–96. http://dx.doi.org/10.2749/222137814814069093.

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Zhang, Yichao, Shaobin Dai, Wanlin Weng, Jun Huang, Ying Su, and Yue Cai. "Stress-Strain Relationship and Seismic Performance of Cast-in-Situ Phosphogypsum." Journal of Applied Biomaterials & Functional Materials 15, no. 1_suppl (2017): 62–68. http://dx.doi.org/10.5301/jabfm.5000368.

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Background Phosphogypsum is a waste by-product during the production of phosphoric acid. It not only occupies landfill, but also pollutes the environment, which becomes an important factor restricting the sustainable development of the phosphate fertilizer industry. Research into cast-in-situ phosphogypsum will greatly promote the comprehensive utilization of stored phosphogypsum. The aim of this study was to clarify the mechanical properties of phosphogypsum. Methods Stress-strain relationships of cast-in-situ phosphogypsum were investigated through axial compressive experiments, and seismic
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Dashti, Farhad, Rajesh Dhakal, and Stefano Pampanin. "Design recommendations to prevent global out-of-plane instability of rectangular reinforced concrete ductile walls." Bulletin of the New Zealand Society for Earthquake Engineering 54, no. 3 (2021): 211–27. http://dx.doi.org/10.5459/bnzsee.54.3.211-227.

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Observations of out-of-plane (OOP) instability in the 2010 Chile earthquake and in the 2011 Christchurch earthquake resulted in concerns about the current design provisions of structural walls. This mode of failure was previously observed in the experimental response of some wall specimens subjected to in-plane loading. Therefore, the postulations proposed for prediction of the limit states corresponding to OOP instability of rectangular walls are generally based on stability analysis under in-plane loading only. These approaches address stability of a cracked wall section when subjected to co
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Adebar, Perry, James Mutrie, and Ronald DeVall. "Ductility of concrete walls: the Canadian seismic design provisions 1984 to 2004." Canadian Journal of Civil Engineering 32, no. 6 (2005): 1124–37. http://dx.doi.org/10.1139/l05-070.

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The National Building Code of Canada (NBCC) references Canadian Standards Association (CSA) standard A23.3 for the design of concrete structures. The seismic design provisions in the 2004 edition of CSA A23.3, which ensure concrete walls without confinement reinforcement have adequate flexural displacement capacity (ductility), have been completely revised from the provisions in the 1994 edition of CSA A23.3 standard, which are similar to the provisions in the 1984 edition. The new provisions require an estimate of the displacement demand of the seismic force resisting system due to the design
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Zhang, Jun Jie, Nuo Xu, and Mei Hui Zhong. "A Study of New Type of Earthquake-Resistant and Crack-Resistant Block." Applied Mechanics and Materials 423-426 (September 2013): 1221–25. http://dx.doi.org/10.4028/www.scientific.net/amm.423-426.1221.

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Lightweight concrete blocks, when under the affection of earthquake, will cause negative affection on the performance of the frame structure[1], but many designers will only take the calculation method into consideration with the neglect of the design of the block structure. This article, which summarizes some previous studies, has designed a new type earthquake-resistant and crack-resistant Block, which is formed by the base block and rubber integrated earthquake-resistant block. This kind of block filled wall, which is similar to viscous damper,will reduce the negative affection on the perfo
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Qu, Zhe, Hiroyasu Sakata, Saburoh Midorikawa, and Akira Wada. "Lessons from the Behavior of a Monitored 11-Story Building during the 2011 Tohoku Earthquake for Robustness against Design Uncertainties." Earthquake Spectra 31, no. 3 (2015): 1471–92. http://dx.doi.org/10.1193/051813eqs126m.

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Specifically detailed pin-supported walls with steel dampers have been used to seismically strengthen an 11-story steel reinforced concrete building. By looking at the observed damage and monitored motions of the building during the M9.0 Tohoku earthquake in 2011, it is demonstrated that nonstructural reinforced concrete partition walls have had a major effect on its seismic behavior during the earthquake, the neglect of which constitutes a major design uncertainty. A finite element model used to assist the retrofit design is calibrated, taking advantage of the accelerograms obtained during th
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Hu, Xiao, and Yong Tao Gao. "Dynamic Analysis of Frame-Shear Wall Structure of Concrete Filled Steel Tube under Rare Earthquake." Advanced Materials Research 368-373 (October 2011): 3624–27. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.3624.

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.In this paper, seismic behaviors of the frame-shear wall structure, which are composed of the concrete filled steel tubular (CFST) column, have been studied. Dynamic behaviors and earthquake responses of the CFST under rare earthquake are analyzed. Comparing the calculation results, the earthquake resistant behavior of the CFST structure has been appraised synthetically, which may be referential for structural design.
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Zhang, Jianwei, Wenbin Zheng, Cheng Yu, and Wanlin Cao. "Shaking table test of reinforced concrete coupled shear walls with single layer of web reinforcement and inclined steel bars." Advances in Structural Engineering 21, no. 15 (2018): 2282–98. http://dx.doi.org/10.1177/1369433218772350.

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In this study, five 1/4 scaled shaking table tests were conducted to investigate the seismic performance of reinforced concrete coupled shear walls with single layer of web reinforcement and inclined steel bars. The five tested coupled shear walls included three models with normal opening ratio (19%) and two models with large hole ratio (27%). The three models with normal opening included one model with single layer of web reinforcement, two models with single layer of web reinforcement and 75° inclined steel bars in the limbs’ web or at the bottom. Two reinforced concrete coupled shear walls
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AKITA, Shodo, and Masahiko OZAKI. "EARTHQUAKE-RESISTANT DESIGN RECOMMENDATION FOR BUILDING USING STEEL PLATE REINFORCED CONCRETE STRUCTURE : Design method for earthquake-resistant wall." AIJ Journal of Technology and Design 7, no. 14 (2001): 123–28. http://dx.doi.org/10.3130/aijt.7.123.

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Malhotra, Ashok, Dan Carson, and Tom Stevens. "Blast Resistant Design of an Embassy Building." Applied Mechanics and Materials 566 (June 2014): 415–19. http://dx.doi.org/10.4028/www.scientific.net/amm.566.415.

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The paper presents a generic design study for a 2500 square meter, 4-storey embassy building. It is designed to resist blast loads from an assumed Design Basis Threat (DBT) that is provided by the owner. The building structure consists of reinforced concrete columns, beams and slabs supported on pile foundations. The exterior walls are concrete block with stone veneer. The windows are double glazed with aluminum frames. The building is situated within a compound with a perimeter wall. There is no basement.
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Wallace, John W., Leonardo M. Massone, Patricio Bonelli, et al. "Damage and Implications for Seismic Design of RC Structural Wall Buildings." Earthquake Spectra 28, no. 1_suppl1 (2012): 281–99. http://dx.doi.org/10.1193/1.4000047.

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In 1996, Chile adopted NCh433.Of96, which includes seismic design approaches similar to those used in ASCE 7-10 (2010) and a concrete code based on ACI 318-95 (1995) . Since reinforced concrete buildings are the predominant form of construction in Chile for buildings over four stories, the 27 February 2010 earthquake provides an excellent opportunity to assess the performance of reinforced concrete buildings designed using modern codes similar to those used in the United States. A description of observed damage is provided and correlated with a number of factors, including relatively high leve
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Munthe, Agyanata Tua, and Muklish Nalahuddin. "COUPLING BEAM DESIGN WITH SPECIAL MOMENT FRAME AND SPECIAL REINFORCED CONCRETE SHEAR WALLS." Neutron 18, no. 2 (2019): 28–41. http://dx.doi.org/10.29138/neutron.v18i2.75.

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An Earthquake is on of the natural phenomena that cannot be avoided or cannot be prevented by its appearance which is very difficult to accurately predict both from the time and place of its occurrence. Shear wall system is used to increase the sitffness of many multi-storey building, in this case building that have more than 20 floors. Building structures with shear wall as retaining element of lateral force generally have good performance during an earthquake. Coupling beam is an connecting beam betweem two shear walls, this beam makes a series of shear walls works as a system that is able t
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Harries, Kent A., Denis Mitchell, Richard G. Redwood, and William D. Cook. "Nonlinear seismic response predictions of walls coupled with steel and concrete beams." Canadian Journal of Civil Engineering 25, no. 5 (1998): 803–18. http://dx.doi.org/10.1139/l98-015.

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The design and nonlinear dynamic analyses of four coupled wall prototype structures are presented. Two ductile partially coupled and two ductile coupled wall structures are considered, each having reinforced concrete and steel coupling beams. The design of each of the prototype structures was based on the provisions of the 1995 National Building Code of Canada. Nonlinear dynamic analyses of each structure, using four different scaled earthquake ground motions are presented and the results discussed. Comparisons of the responses of the structures with concrete and steel coupling beams are made,
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Redmond, Laura, Lawrence Kahn, and Reginald DesRoches. "Design and Construction of Hybrid Concrete-Masonry Structures Informed by Cyclic Tests." Earthquake Spectra 32, no. 4 (2016): 2337–55. http://dx.doi.org/10.1193/051615eqs070m.

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Reinforced concrete buildings with masonry infill are vulnerable in earthquakes primarily because the masonry walls often fail due to out-of-plane forces and can trigger soft-story collapses. In order to prevent these failures, many engineers in the Caribbean have partially reinforced the infill walls and connected them to the reinforced concrete frame. This forms a hybrid concrete-masonry structure. Hybrid concrete-masonry structures have the potential to improve the seismic performance of many structures across the globe, as they are an easy adaptation from traditional unreinforced masonry i
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Avila, Jorge A., David A. Lopez, and Jorge Arturo Avila-Haro. "Inelastic Dynamic and Non-Linear Static Seismic Performance of a Building with RC Walls that Collapsed in the Chile’s Earthquake of February 2010 and a Building with RC Concrete Frame Designed in the Mexico City." Key Engineering Materials 627 (September 2014): 161–64. http://dx.doi.org/10.4028/www.scientific.net/kem.627.161.

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The objectives in this paper are the followings: evaluate the seismic performance of the three buildings and compare the elastic and inelastic seismic responses of the buildings, calculated with the records CCH-NS (Chilean earthquake 2010) and SCT-EW (Mexican earthquake 1985) of the cases of strengths elastic and inelastic with nominal strength and over-strength of each model. The building 1 is a real case of a concrete wall building that collapsed during the Chilean earthquake of February 27, 2010. The building 2 was analyzed and designed with the Chilean Norm “Seismic Design of Buildings” (N
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Xiao, Liang Li, Xiao Tao Wang, Yue Li, and William M. Bulleit. "Reliability Analysis on Shear Capacity of Reinforced Masonry Wall Due to Earthquake." Applied Mechanics and Materials 105-107 (September 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 a
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Decanini, Luis D., Adriano De Sortis, Agostino Goretti, Laura Liberatore, Fabrizio Mollaioli, and Paolo Bazzurro. "Performance of Reinforced Concrete Buildings during the 2002 Molise, Italy, Earthquake." Earthquake Spectra 20, no. 1_suppl (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 late
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Ehsani, Mohammad R., and Hamid Saadatmanesh. "Fiber Composites: An Economical Alternative for Retrofitting Earthquake-Damaged Precast-Concrete Walls." Earthquake Spectra 13, no. 2 (1997): 225–41. http://dx.doi.org/10.1193/1.1585943.

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A new approach for seismic retrofitting of lightly-reinforced precast-concrete walls is presented. The technique involves epoxy bonding the reinforcing material (composite fabric) to the exterior surface of the wall. The flexible light-weight fabrics are extremely strong in tension and can significantly increase the flexural and shear capacity of the member. The thin composite fabrics cause little increase in the weight and thickness of the wall, causing little change to the inertial loads and eliminating the need for strengthening of the footings. Following the January 17, 1994 Northridge ear
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