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Journal articles on the topic 'Seismic Detailing'

Author: Grafiati

Published: 4 June 2021

Last updated: 16 February 2022

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1

Han, Sang Whan, Tae O. Kim, and Seong Jin Baek. "Seismic Performance Evaluation of Steel Ordinary Moment Frames." Earthquake Spectra 34, no. 1 (February 2018): 55–76. http://dx.doi.org/10.1193/011117eqs010m.

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Steel ordinary moment frames (OMF) are seismic force-resisting systems that can be used in buildings. In current seismic design and detailing provisions, such as the American Society of Civil Engineers ASCE/SEI 7-10 (2010) , American Institute of Steel Construction ANSI/AISC 341-10 (2010), and ANSI/AISC 358-10 (2010) , less stringent design and detailing requirements are specified for steel OMFs compared with those for steel special- and intermediate-moment frames. The strong-column weak-beam (SC/WB) requirement is not enforced for steel OMF connections. In the present study, the seismic performance evaluation is conducted for steel OMFs designed according to current seismic design and detailing provisions considering different combinations of gravity, seismic, and wind loads, as well as wind drift limits. Based on the results of seismic performance evaluation, permissible structural heights for steel OMFs are also proposed.

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2

Kim, Jang Hoon, and John B. Mander. "Seismic detailing of reinforced concrete beam-column connections." Structural Engineering and Mechanics 10, no. 6 (December 25, 2000): 589–601. http://dx.doi.org/10.12989/sem.2000.10.6.589.

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3

Shankar, G. R. Vijay, and D. Suji. "Seismic Behaviour of Exterior Reinforced Concrete Beam-Column Joints in High Performance Concrete Using Metakaolin and Partial Replacement with Quarry Dust." ISRN Materials Science 2014 (April 7, 2014): 1–11. http://dx.doi.org/10.1155/2014/361962.

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Recent earthquakes have demonstrated that most of the reinforced concrete structures were severely damaged; the beam-column joints, being the lateral and vertical load resisting members in reinforced concrete structures, are particularly vulnerable to failures during earthquakes. The existing reinforced concrete beam-column joints are not designed as per code IS13920:1993. Investigation of high performance concrete (HPC) joints with conventional concrete (CC) joints (exterior beam-column) was performed by comparing various reinforcement detailing schemes. Ten specimens were considered in this investigation and the results were compared: four specimens with CC (with and without seismic detailing), four specimens with HPC (with and without seismic detailing), and two specimens with HPC at confinement joint. The test was conducted for lateral load displacement, hysteresis loop, load ratio, percent of initial stiffness versus displacement curve, total energy dissipation, strain in beam main bars, and crack pattern. The results reveal that HPC with seismic detailing will be better compared with other reinforcements details under cyclic loading and reverse cyclic loading.

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4

Paulay, T. "Seismic design in reinforced concrete." Bulletin of the New Zealand Society for Earthquake Engineering 21, no. 3 (September 30, 1988): 208–32. http://dx.doi.org/10.5459/bnzsee.21.3.208-232.

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Highlights of the evolution over the past two decades of a seismic design strategy, used in New Zealand for reinforced concrete buildings, are reviewed. After a brief outline of some philosophical concepts of the capacity design methodology, the main features of its application with respect to ductile rigid jointed frames, structural walls and hybrid structural systems are sketched. Another aim of this strategy, complementary to ductility requirements, is to strive for high quality in detailing. Numerous examples are presented to illustrate how this can be achieved. A specific intent of this state of the art review is to report on features of design and detailing which are considered to have originated primarily in New Zealand.

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5

Alizadeh, S., Nader K. A. Attari, and M. T. Kazemi. "The seismic performance of new detailing for RCS connections." Journal of Constructional Steel Research 91 (December 2013): 76–88. http://dx.doi.org/10.1016/j.jcsr.2013.08.010.

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6

Xue, Qiang, and Chia-Wei Wu. "Preliminary detailing for displacement-based seismic design of buildings." Engineering Structures 28, no. 3 (February 2006): 431–40. http://dx.doi.org/10.1016/j.engstruct.2005.08.015.

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7

Jazany, Roohollah Ahmady, and Behrokh Hosseini Hashemi. "Effects of detailing on panel zone seismic behaviour in special moment resisting frames with unequal beam depths." Canadian Journal of Civil Engineering 39, no. 4 (April 2012): 388–401. http://dx.doi.org/10.1139/l2012-004.

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Special moment resisting frames (SMRF) are commonly used as lateral-load resisting systems in seismic design. The results of recent studies have shown that the seismic performance of such frames can be improved by paying particular attention to the detailing of their panel zones (PZ) and beams. Panel zones with unequal beam depths appear to be a special case of connection detailing, which has not received sufficient attention so far and could lead to complications in everyday engineering practice. Some full-scale experiments of connections with unequal beam depths were performed, using different continuity plate arrangements (inclined and straight plates), and different corner clip lengths. A companion analytical study was also conducted, for which results have shown that the correct selection of inclined or straight continuity plates, with special detailing of the PZ, could keep the behaviour of the latter within safe margins. Such considerations could prevent the occurrence of failure in the PZ, and significantly improve the seismic resistance of SMRF with unequal beam depths.

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8

Lu, Ben Yan, and Gang Wang. "A Comparative Study of Seismic Performance Defined by Chinese Code and Eurocode8 on Seismic Design of Bridges." Applied Mechanics and Materials 90-93 (September 2011): 3108–16. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.3108.

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Earthquake codes have been revised and updated in recent years. The issue and implementation of the guidelines for seismic design of bridges have attracted interests and attentions of many researchs at home and abroad. The most important aspect of the code rests on its main approach incorporating “performance-based seismic design”. The main purpose of this study is to investigate the differences caused by the use of guidelines for seismic design of highway bridges and Eurocode8 for bridges in performance criteria, seismic design categories, ground types, response spectrum, earthquake action and detailing of ductile piers. The differences in expressions and some important points for performance criteria, seismic design categories, ground types, response spectrum, earthquake action and detailing of ductile piers by codes are briefly illustrated in tables and figures. Based on the lessons learned from significant earthquakes in the last few years, the existing problems of the current code are pointed, and the trends of future study are discussed.

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9

Safi, Walid Ahmad, Yo Hibino, Koichi Kusunoki, Yasushi Sanada, and Tomohisa Mukai. "Impact of the Reinforcement Detailing on Seismic Performance of Isolated Non-structural Walls." Buildings 10, no. 5 (May 7, 2020): 89. http://dx.doi.org/10.3390/buildings10050089.

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Following the observation of severe damage to structurally isolated non-structural reinforced concrete walls after major earthquakes, researchers began to reassess the effectiveness and connection detail of non-structural walls to moment-resisting frames. A method to control damages to the non-structural wall, is to cast exterior non-structural concrete wall elements to be monolithic with frame elements, without anchoring the wall longitudinal bar. The non-anchorage of the wall longitudinal bar significantly increases the drift capacity of the wall and decreases damage. Using an experimental approach, this study assesses the influence of reinforcement detailing and quantity of the transverse reinforcements on the strength and drift capacity of the non-structural hanging wall. This study further evaluates the workability mechanism of the transverse reinforcements and reinforcement detailing with concrete. The non-anchorage of hanging walls, having boundary confinements, was found to exhibit a higher drift and strength capacity than similar walls with the anchored detailing without boundary confinements. The strength capacity of the anchored detailing hanging walls with minimum amounts of reinforcements was higher than that of the non-anchored specimen. The boundary confinements were found to be more influential on the capability of the hanging wall when placed along with non-anchored detailing reinforcement.

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10

Kim, Siyun, Taehwan Moon, and Sung Jig Kim. "Effect of Uncertainties in Material and Structural Detailing on the Seismic Vulnerability of RC Frames Considering Construction Quality Defects." Applied Sciences 10, no. 24 (December 10, 2020): 8832. http://dx.doi.org/10.3390/app10248832.

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This paper evaluates the effect of construction quality defects on the seismic vulnerability of reinforced concrete (RC) frames. The variability in the construction quality of material properties and structural detailing is considered to assess the effect on the seismic behavior of RC frames. Concrete strength and yield strength of the reinforcement are selected as uncertain variables for the material properties, while the variabilities in the longitudinal reinforcement ratio and the volumetric ratio of transverse reinforcement are employed for structural detailing. Taking into account the selected construction quality uncertainties, the sensitivity analysis of the seismic vulnerability of the RC frames is performed and the impact of significant parameters is assessed at the global and local levels. This extensive analytical study reveals that the seismic vulnerability of the selected RC frame is particularly sensitive to concrete strength and the volumetric ratio of transverse reinforcement.

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11

Anderson, Donald L., Denis Mitchell, and René G. Tinawi. "Performance of concrete bridges during the Hyogo-ken Nanbu (Kobe) earthquake on January 17, 1995." Canadian Journal of Civil Engineering 23, no. 3 (June 1, 1996): 714–26. http://dx.doi.org/10.1139/l96-884.

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Examples of failures of concrete bridges during the Kobe earthquake are presented. Types of failures and their probable causes are discussed, and photographs of reinforcement detailing in the failed columns are shown. An example of the reinforcement in a new bridge column under construction at the time of the earthquake, showing modern detailing standards, is given. Key words: Kobe, Hyogo-ken Nanbu, earthquake, seismic, concrete, bridges, damage.

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12

Hogan, L. S., L. M. Wotherspoon, and J. M. Ingham. "Development of New Zealand seismic bridge standards." Bulletin of the New Zealand Society for Earthquake Engineering 46, no. 4 (December 31, 2013): 201–21. http://dx.doi.org/10.5459/bnzsee.46.4.201-221.

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During seismic assessments of bridges where there is a lack of construction documentation, one method of determining likely structural detailing is to use historic design standards. An overview of the New Zealand bridge seismic standards and the agencies that have historically controlled bridge design and construction is presented. Standards are grouped into design era based upon similar design and loading characteristics. Major changes in base shear demand, ductility, foundation design, and linkage systems are discussed for each design era, and loadings and detailing requirements from different eras were compared to current design practices. Bridges constructed using early seismic standards were designed to a significantly lower base shear than is currently used but the majority of these bridges are unlikely to collapse due to their geometry and a preference for monolithic construction. Bridges constructed after the late 1970s are expected to perform well if subjected to ground shaking, but unless bridges were constructed recently their performance when subjected to liquefaction and liquefaction-induced lateral spreading is expected to be poor.

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13

Ahmad, Naveed, Muhammad Rizwan, Muhammad Ashraf, Akhtar Naeem Khan, and Qaisar Ali. "Seismic collapse safety of reinforced concrete moment resisting frames with/without beam-column joint detailing." Bulletin of the New Zealand Society for Earthquake Engineering 54, no. 1 (March 1, 2021): 1–20. http://dx.doi.org/10.5459/bnzsee.54.1.1-20.

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FEMA-P695 procedure was applied for seismic collapse safety evaluation of reinforced concrete moment resisting frames with/without beam-column joint detailing common in Pakistan. The deficient frame lacks shear reinforcement in joints and uses concrete of low compressive strength. Shake-table tests were performed on 1:3 reduced scale two-story models, to understand the progressive inelastic response of chosen frames and calibrate the inelastic finite-element based models. The seismic design factors i.e. response modification coefficient, overstrength, ductility, and displacement amplification factors (R, W0, Rμ, Cd) were quantified. Response modification factor R = 7.05 was obtained for the frame with beam-column joint detailing while R = 5.30 was obtained for the deficient frame. The corresponding deflection amplification factor Cd/R was found equal to 0.82 and 1.03, respectively. A suite of design spectrum compatible accelerograms was obtained from PEER strong ground motions for incremental dynamic analysis of numerical models. Collapse fragility functions were developed using a probabilistic nonlinear dynamic reliability-based method. The collapse margin ratio (CMR) was calculated as the ratio of seismic intensity corresponding to the 50th percentile collapse probability to the seismic intensity corresponding to the MCE level ground motions. It was critically compared with the acceptable CMR (i.e. the CMR computed with reference to a seismic intensity corresponding to the 10% collapse probability instead of MCE level ground motions). Frame with shear reinforcement in beam-column joints has achieved CMR 11% higher than the acceptable thus passing the criterion. However, the deficient frame achieved CMR 29% less than the conforming frame. This confirms the efficacy of beam-column joint detailing in reducing collapse risk.

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14

Reneckis, Dziugas, and James M. LaFave. "Out-of-Plane Seismic Performance and Detailing of Brick Veneer Walls." Journal of Structural Engineering 136, no. 7 (July 2010): 781–94. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000169.

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15

Ding, Zhiquan, Jinxi Fu, and Bilong Yu. "Concrete seismic configuration and detailing comparison between China and Sri Lanka." IOP Conference Series: Earth and Environmental Science 580 (November 7, 2020): 012025. http://dx.doi.org/10.1088/1755-1315/580/1/012025.

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16

RODRIGUES, R. A., C. E. N. MAZZILLI, and T. N. BITTENCOURT. "Comparative analysis of normative provisions for seismic design and detailing of reinforced concrete structures." Revista IBRACON de Estruturas e Materiais 12, no. 5 (October 2019): 1220–47. http://dx.doi.org/10.1590/s1983-41952019000500013.

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Abstract The main objective of this work is to carry out a comparative analysis between the methods and provisions of the Brazilian code ABNT NBR 15421:2006 and those of the ASCE/SEI 7 and the Eurocode 8, on the seismic design of structures. The similarities and differences between these standards, as far as the application of the Equivalent Lateral Forces method (ELFM) and the Response Spectrum method (RSM) are concerned, will be addressed. The responses will be evaluated for a case study that will be modelled by the SCIA Engineer 17 software. This paper also presents some comments on the detailing of reinforced concrete structures to ensure a good performance under seismic loading, allowing for a more favourable interpretation of the seismic analysis results.

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17

Paultre, Patrick, Daniel Castele, Suzanne Rattray, and Denis Mitchell. "Seismic response of reinforced concrete frame subassemblages — a Canadian code perspective." Canadian Journal of Civil Engineering 16, no. 5 (October 1, 1989): 627–49. http://dx.doi.org/10.1139/l89-097.

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The 1984 CSA standard for the design of concrete structures for buildings provided new seismic design and detailing requirements for concrete structures. Full-scale, reversed cyclic loading tests of reinforced concrete beam–slab–column subassemblages were carried out to investigate the seismic performance of frame structures designed with the latest Canadian code. The test results indicate the importance of including the influence of slab reinforcement in computing the beam capacity as well as the need to carefully design the joint regions for shear. The test results indicate the excellent performance of frame components designed with K = 0.7 (R = 4.0) and the poor performance of those designed and detailed with K = 2.0 (R = 1.5). The performance of subassemblages designed with K = 1.3 (R = 2.0) depends on the column to beam strength ratio and on the shear strength of the joints. Models to predict the flexural response as well as the shear response of key elements are described and the role of the spandrel beam in limiting the effective slab width is explained. Key words: seismic design, reinforced concrete, detailing, structures, codes.

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18

Srbić, Mladen, Ana Mandić Ivanković, Anđelko Vlašić, and Gordana Hrelja Kovačević. "Plastic Joints in Bridge Columns of Atypical Cross-Sections with Smooth Reinforcement without Seismic Details." Applied Sciences 11, no. 6 (March 16, 2021): 2658. http://dx.doi.org/10.3390/app11062658.

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In seismically active areas, knowledge of the actual behavior of bridges under seismic load is extremely important, as they are crucial elements of the transport infrastructure. To assess their seismic resistance, it is necessary to know the key indicators of their seismic response. Bridges built before the adoption of standards for seismic detailing may still contain structural reserves due to the properties of the used materials and construction approach. For example, smooth reinforcement which is found in older bridges due to the material properties, detailing principles, and lower bond strength compared to ribbed reinforcement, allows for greater deformations. In bridges, columns are vital elements employed in the dissipation of seismic energy. Their cross-sections often deviate from the regular square, rectangular, or round cross-sections, which are typically found in building. Based on the behavior of the columns in the vicinity of potential plastic joints, we can determine their deformability. This paper presents an experimental study of seismic resistance indicators around a potential plastic joint for a column with an atypical cross-section, without seismic details and with smooth reinforcement. The experimental results are compared with the numerical and analytical, but also with the experimental results on samples with ribbed reinforcement. Conclusions are made about the behavior of such column elements and their seismic resistance indicators, allowing for the application of an analytical or numerical method with realistic material and element properties and derivation of correction factors due to the effect of the smooth-reinforcement slippage from the anchorage area.

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19

Redwood, R. G., and A. K. Jain. "Code provisions for seismic design for concentrically braced steel frames." Canadian Journal of Civil Engineering 19, no. 6 (December 1, 1992): 1025–31. http://dx.doi.org/10.1139/l92-122.

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Extensive research into the inelastic seismic response of concentrically braced frames and their components has been carried out in the last two decades. This knowledge has now been incorporated into seismic design practice in several countries, notably the U.S.A., Canada, and New Zealand. In this paper, design specifications from these three countries, which derive largely from the same body of research, are compared. The basic design philosophy for concentrically braced steel frames, loading, and member detailing are examined. It is concluded that, in general, the Canadian specifications are in conformity with the available information and have many similar features to codes of the other countries. Significant differences exist in the classification of braced frames, between interstorey drift requirements, in the treatment of dual structural systems, and to a lesser extent in member detailing requirements. Some features of Canadian codes meriting review are identified. Key words: structural engineering, earthquakes, standards, steel, braced frame, ductility, concentric bracing, dual system.

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20

Iwankiw, Nestor, and Sergio Zoruba. "Steel moment frames: resolution of recent seismic detailing and material shape issues." Journal of Constructional Steel Research 58, no. 5-8 (January 2002): 495–510. http://dx.doi.org/10.1016/s0143-974x(01)00080-3.

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21

Farrokhi, Hooman, F. Ahmadi Danesh, and Sassan Eshghi. "The structural detailing effect on seismic behavior of steel moment resisting connections." Structural Engineering and Mechanics 35, no. 5 (July 30, 2010): 617–30. http://dx.doi.org/10.12989/sem.2010.35.5.617.

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22

Hosseini Hashemi, Behrokh, and Roohollah Ahmady Jazany. "Study of connection detailing on SMRF seismic behavior for unequal beam depths." Journal of Constructional Steel Research 68, no. 1 (January 2012): 150–64. http://dx.doi.org/10.1016/j.jcsr.2011.08.005.

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23

Kadu, Amruta. "Seismic Analysis of RCC and Steel Building on Sloping Ground." International Journal for Research in Applied Science and Engineering Technology 9, no. VII (July 20, 2021): 1753–62. http://dx.doi.org/10.22214/ijraset.2021.36732.

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It is necessary to design and analyse a structure to perform well under seismic loads and also endow with well strength, stability and ductility for seismic design. The seismic performance of high rise steel frame and RCC frame structure is analysed by equivalent static method. The advancement in building, Information, modelling has integrated design, detailing, and fabrication of steel which will result in high performance under earthquake loading. In present work various models were analysed with the help of Staad pro. And the results so obtained were plotted and compared.

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24

Dhakal, R. P., R. K. Khare, and J. B. Mander. "Economic payback of improved detailing for concrete buildings with precast hollow-core floors." Bulletin of the New Zealand Society for Earthquake Engineering 39, no. 2 (June 30, 2006): 106–19. http://dx.doi.org/10.5459/bnzsee.39.2.106-119.

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A seismic financial risk analysis of typical New Zealand reinforced concrete buildings constructed with topped precast concrete hollow-core units is performed on the basis of experimental research undertaken at the University of Canterbury over the last five years. An extensive study that examines seismic demands on a variety of multi-storey RC buildings is described and supplemented by the experimental results to determine the inter-storey drift capacities of the buildings. Results of a full-scale precast concrete super-assemblage constructed and tested in the laboratory in two stages are used. The first stage investigates existing construction and demonstrates major shortcomings in construction practice that would lead to very poor seismic performance. The second stage examines the performance of the details provided by Amendment No. 3 to the New Zealand Concrete Design Code NZS 3101:1995. This paper uses a probabilistic financial risk assessment framework to estimate the expected annual loss (EAL) from previously developed fragility curves of RC buildings with precast hollow core floors connected to the frames according to the pre-2004 standard and the two connection details recommended in the 2004 amendment. Risks posed by different levels of damage and by earthquakes of different frequencies are examined. The structural performance and financial implications of the three different connection details are compared. The study shows that the improved connection details recommended in the 2004 amendment give a significant economic payback in terms of drastically reduced financial risk, which is also representative of smaller maintenance cost and cheaper insurance premiums.

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25

Lee, Han-Seon, and Sung-Woo Woo. "Effect of masonry infills on seismic performance of a 3-storey R/C frame with non-seismic detailing." Earthquake Engineering & Structural Dynamics 31, no. 2 (2001): 353–78. http://dx.doi.org/10.1002/eqe.112.

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26

Luft, RenéW. "Comparisons among Earthquake Codes." Earthquake Spectra 5, no. 4 (November 1989): 767–89. http://dx.doi.org/10.1193/1.1585552.

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This review paper compares ANSI, NEHRP, SEAOC, and UBC. A few essential differences among these documents are as follows: (a) The NEHRP document gives force levels corresponding to a strength-based or limit states design, while the other three documents give force levels that correspond to working or service stress design; (b) the importance factor is used as a multiplier of base shear level in all documents except NEHRP, which treats building importance by a seismic hazard exposure group; (c) NEHRP and UBC-1988 contain detailing requirements for all common construction materials and all seismic zones, while UBC-1985 contains detailing requirements for zones of high seismicity but only limited requirements for zones of moderate seismicity; (d) P-delta analysis is specified by NEHRP for all buildings that must be analyzed, by SEAOC for buildings that exceed drift limits, by UBC-1988 for all buildings except those in Zones 3 and 4 meeting drift limits, and is not specified by ANSI.

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27

Khalil, M. S. "Seismic analysis and design of the skytrain cable-stayed bridge." Canadian Journal of Civil Engineering 23, no. 6 (December 1, 1996): 1241–48. http://dx.doi.org/10.1139/l96-933.

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The Skytrain Fraser River Crossing near Vancouver is a cable-stayed bridge completed in late 1988. The bridge is located in a highly seismic area with different soil conditions on the two banks of the river and liquefaction potential in the event of a major earthquake. This paper discusses the analysis and design considerations of the bridge for earthquake effects. Discussed in the paper are site conditions, design criteria, input motion, analysis methods, and design parameters. Key words: cable-stayed, bridges, seismic, response spectra, detailing.

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28

Cha, Byung-Gi, Dong-Woo Ko, Sung-Woo Woo, and Han-Seon Lee. "Cyclic-Leading Tests of RC Exterior Beam-Column Joints with Non-Seismic Detailing." Journal of the Korea Concrete Institute 15, no. 1 (February 1, 2003): 11–16. http://dx.doi.org/10.4334/jkci.2003.15.1.011.

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29

Bindhu, K. R., K. P. Jaya, and V. K. Manicka Selvam. "Seismic resistance of exterior beam-column joints with non-conventional confinement reinforcement detailing." Structural Engineering and Mechanics 30, no. 6 (December 20, 2008): 733–61. http://dx.doi.org/10.12989/sem.2008.30.6.733.

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30

Tastani, S. P., and S. J. Pantazopoulou. "Detailing procedures for seismic rehabilitation of reinforced concrete members with fiber reinforced polymers." Engineering Structures 30, no. 2 (February 2008): 450–61. http://dx.doi.org/10.1016/j.engstruct.2007.03.028.

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31

Park, Robert. "Ductile Design Approach for Reinforced Concrete Frames." Earthquake Spectra 2, no. 3 (May 1986): 565–619. http://dx.doi.org/10.1193/1.1585398.

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In the design of multistorey moment-resisting reinforced concrete frames to resist severe earthquakes the emphasis should be on good structural concepts and detailing of reinforcement. Poor structural concepts can lead to major damage or collapse due to column sidesway mechanisms or excessive twisting as a result of soft storeys or lack of structural symmetry or uniformity. Poor detailing of reinforcement can lead to brittle connections, inadequate anchorage of reinforcement, or insufficient transverse reinforcement to prevent shear failure, premature buckling of compressed bars or crushing of compressed concrete. In the seismic provisions of the New Zealand concrete design code special considerations are given to the ratio of column flexural strength to beam flexural strength necessary to reduce the likelihood of plastic hinges forming simultaneously in the top and bottom of columns, the ratio of shear strength to flexural strength necessary to avoid shear failures in beams and columns at large inelastic deformations, the detailing of beams and columns for adequate flexural strength and ductility, and the detailing of beams, columns and beam-column joints for adequate shear resistance and bar anchorage. Differences exist between current United States and New Zealand code provisions for detailing beams and columns for ductility and for the design of beam-column joints.

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32

Fouad, Marco, Mohamed N. Fayed, Gehan A. Hamdy, and Amr Abdelrahman. "Effect of Blast Loading on Seismically Detailed RC Columns and Buildings." Civil Engineering Journal 7, no. 8 (August 1, 2021): 1406–25. http://dx.doi.org/10.28991/cej-2021-03091733.

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Explosions caused by standoff charges near buildings have drastic effects on the internal and external structural elements which can cause loss of life and fatal injuries in case of failure or collapse of the structural element. Providing structural elements with blast resistance is therefore gaining increasing importance. This paper presents numerical investigation of RC columns with different reinforcement detailing subjected to near-field explosions. Detailed finite element models are made using LS-DYNA software package for several columns having seismic and conventional reinforcement detailing which were previously tested under blast loads. The numerical results show agreement with the published experimental results regarding displacements and damage pattern. Seismic detailing of columns enhances the failure shape of the column and decrease the displacement values compared to columns with conventional reinforcement detailing. Further, the effect of several modeling parameters are studied such as mesh sensitivity analysis, inclusion of air medium and erosion values on the displacements and damage pattern. The results show that decreasing the mesh size, increasing erosion value and inclusion of air region provide results that are very close to experimental results. Additionally, application is made on a slab-column multistory building provided with protective walls having different connection details subjected to blast loads. The results of this study are presented and discussed. Use of a top and bottom floor slab connection of protective RC walls are better than using the full connection at the four sides to the adjacent columns and slabs. This leads to minimizing the distortion and failure of column, and therefore it increases the chance of saving the building from collapse and saving human lives. Doi: 10.28991/cej-2021-03091733 Full Text: PDF

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33

Wang, Hui Ying, Jian Cai, and Guo Bin Bu. "Evaluation of Strong Column Factors for RC Frames Based on Seismic Vulnerability Analysis." Advanced Materials Research 639-640 (January 2013): 854–58. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.854.

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Augmenting the flexural strength of columns in the seismic design of reinforced concrete (RC) moment resisting frames is a key measure among all the detailing procedures of seismic capacity design, which induces the desirable beam side-sway mechanism for the structure to dissipate energy during a strong earthquake. The objective of this paper is to assess the influence of various strong column factors which is employed to perform seismic vulnerability analysis to the seismic performance of a six-story deterministic RC frame structure. Seismic vulnerability analyses indicate that augmenting the flexural strength of columns is an effective measure to improve seismic performance of RC frame structures. Increasing strong column factor improves the displacement capacity of structure and induces the biggish grads between the different damage limit states, which provide caution to prevent the abrupt collapse of structure during a strong earthquake. Seismic vulnerability curves provide the quantitative criterion for evaluating the seismic performance of structure and choosing appropriate target strong column factor.

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34

Park, R. "Developments in seismic design procedures for bridges in New Zealand." Bulletin of the New Zealand Society for Earthquake Engineering 30, no. 2 (June 30, 1997): 177–84. http://dx.doi.org/10.5459/bnzsee.30.2.177-184.

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Progress on developments in the seismic design procedures for bridges in New Zealand is outlined. The current approach has evolved from the recommendations of a study group of the New Zealand National Society for Earthquake Engineering which was published in 1980. Research and development into the determination of the design seismic force and ductility demand, the capacity design approach, the detailing of bridge columns for adequate ductility, and the design approach using seismic isolation are discussed. More recent developments in New Zealand involving the assessment and retrofit of older bridge structures are also discussed and likely activities and needs of the next decade are suggested.

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Saatcioglu, Murat, Denis Mitchell, René Tinawi, N. John Gardner, Anthony G. Gillies, Ahmed Ghobarah, Donald L. Anderson, and David Lau. "The August 17, 1999, Kocaeli (Turkey) earthquake damage to structures." Canadian Journal of Civil Engineering 28, no. 4 (August 1, 2001): 715–37. http://dx.doi.org/10.1139/l01-043.

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The 1975 Turkish code provisions are first reviewed to provide the background for design and detailing of structures prior to the earthquake. The performance of reinforced concrete and masonry structures is described indicating many of the deficiencies in design, detailing, and construction execution. The behaviour of precast concrete structures, steel structures, and industrial facilities is also presented. The provisions of the 1997 Turkish building code are summarized and a description of new construction provides evidence of both excellent and poor construction practice. Some examples of retrofitting of damaged structures soon after the earthquake are also presented.Key words: seismic design, earthquake, Kocaeli, structures, codes, concrete, precast concrete.

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Hernández-Martínez, Alejandro, Andrés E. Ortíz-Vargas, Adrián D. García-Soto, Jesús G. Valdés-Vázquez, and Mabel Mendoza-Pérez. "Influence of Seismic Behavior Factor on the Design of Building Structures for Low Seismic Demands Regions." Open Civil Engineering Journal 9, no. 1 (May 28, 2015): 274–80. http://dx.doi.org/10.2174/1874149501509010274.

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The use of reduced seismic forces obtained from elastic response spectra analysis is a common practice for structural design purposes. This procedure is used: (a) To take advantage of the nonlinear behavior of the structural elements that conform the entire structure, and (b) To reduce the initial cost of the construction, allowing certain degree of damage if a severe earthquake occurs, but trying to avoid collapse with good structural design and construction detailing. In this paper, structural analyses were performed using several seismic reduction coefficients and the considered structures were designed for low seismic design regions according to the Mexico construction codes for both, serviceability limit states and ultimate limit states. Results show that the final design is strongly dependent on allowed interstory drift, associated to lateral displacements. Results also showed that, reducing significantly the seismic forces is not directly associated with a reduction in the initial cost of the structure, i.e., the final design for different seismic behavior factor may have similar seismic vulnerability.

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Mitchell, Denis, Robert Tremblay, Erol Karacabeyli, Patrick Paultre, Murat Saatcioglu, and Donald L. Anderson. "Seismic force modification factors for the proposed 2005 edition of the National Building Code of Canada." Canadian Journal of Civil Engineering 30, no. 2 (April 1, 2003): 308–27. http://dx.doi.org/10.1139/l02-111.

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This paper describes the proposed changes to the 2005 edition of the National Building Code of Canada related to the force modification factors. A description of the ductility- and overstrength-related force modification factors is given. The selection of the values proposed for these two factors for the various seismic force resistance systems is given in light of the design and detailing provisions that are specified in the Canadian Standards Association standards for steel, concrete, timber, and masonry building structures.Key words: buildings, ductility, earthquakes, force modification factors, overstrength, seismic.

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Saatcioglu, Murat, Ahmed Ghobarah, and Ioan Nistor. "Performance of Structures in Indonesia during the December 2004 Great Sumatra Earthquake and Indian Ocean Tsunami." Earthquake Spectra 22, no. 3_suppl (June 2006): 295–319. http://dx.doi.org/10.1193/1.2209171.

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A reconnaissance was conducted in Indonesia to investigate the effects of the 26 December 2004 earthquake and tsunami on buildings, bridges, and other physical infrastructure. The infrastructure in the coastal regions of Banda Aceh was completely devastated by both tsunami wave pressures and seismic ground excitations. The damaging effects of the tsunami were most pronounced in unreinforced masonry walls, nonengineered reinforced concrete buildings, and low-rise timber-framed buildings. Engineered structures survived the tsunami pressure, but many suffered extensive damage due to seismic forces. The majority of the seismic damage was attributed to poor design and detailing of nonductile buildings. Specific observations made during the reconnaissance indicate the engineering significance of the disaster.

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Campiche, Alessia, and Silvia Costanzo. "Evolution of EC8 Seismic Design Rules for X Concentric Bracings." Symmetry 12, no. 11 (October 31, 2020): 1807. http://dx.doi.org/10.3390/sym12111807.

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Eurocodes are currently under revision within a six-year program by CEN/TC 250. In this framework, concentric bracings, particularly in cross configuration, have been largely debated; indeed, several criticisms affect the seismic design procedure currently codified within Eurocode 8, entailing significant design efforts and leading to massive and non-economical structural systems, even characterized by poor seismic behavior. The efforts of SC8 have been aimed at improving the codified seismic design criteria for concentrically braced frames, by providing requirements and detailing rules conceived to simplify the design process and to improve the seismic performance. The current paper provides recent advances in the field of computational and structural engineering focusing on symmetric X concentrically bracings in seismic area, outlining the evolution of Eurocode 8 (EC8) seismic design rules, by examining the following aspects: (i) ductility class and behavior factor, (ii) analysis and modelling aspects, (iii) design of dissipative members; (iv) design of non-dissipative zones; (v) brace-to-frame connections.

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40

Laterza, Michelangelo, Michele D’Amato, Laksiri P. Thanthirige, Franco Braga, and Rosario Gigliotti. "Comparisons of Codal Detailing Rules for Curvature Ductility and Numerical Investigations." Open Construction and Building Technology Journal 8, no. 1 (July 25, 2014): 132–41. http://dx.doi.org/10.2174/1874836801408010132.

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In moment resisting frame structures special detailing rules are applied to critical regions of primary columns and beams to ensure adequate curvature ductility. This is necessary for dissipating earthquake energy through hysteretical behavior of critical regions where inelastic flexural excursions occur. In this paper codal detailing rules for designing longitudinal and transverse reinforcement of primary elements as function of curvature ductility are assessed. Four seismic codes are considered: Italian code, New Zealand code, Eurocode 8 and American code. Non-linear monotonic momentcurvature analyses are performed on some sections of columns and beams detailed in according to the considered codal provisions. In the analyses the confinement effects within the concrete core have been taken into account as well. The paper concludes comparing the measured curvature ductility of the studied sections with the expected one by the codal provisions within the critical regions.

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Kim, Jae-Kwan, Ick-Hyun Kim, Hyun-Woo Lim, and Jae-Ho Lee. "Behavior of Bellow Rectangular RC Piers without Seismic Detailing Subjected to Cyclic Lateral Load." Journal of the Korea Concrete Institute 15, no. 2 (April 1, 2003): 263–72. http://dx.doi.org/10.4334/jkci.2003.15.2.263.

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Munter, Scott, and Eric Lume. "Role of engineers in seismic design and detailing of reinforced concrete buildings in Australia." Australian Journal of Structural Engineering 18, no. 4 (October 2, 2017): 270–79. http://dx.doi.org/10.1080/13287982.2017.1409325.

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Menegon, Scott J., John L. Wilson, Nelson T. K. Lam, and Peter McBean. "RC walls in Australia: seismic design and detailing to AS 1170.4 and AS 3600." Australian Journal of Structural Engineering 19, no. 1 (December 15, 2017): 67–84. http://dx.doi.org/10.1080/13287982.2017.1410309.

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Hutchinson, G., J. Wilson, L. Pham, I. Billings, R. Jury, and A. King. "Developing a common Australasian Earthquake Loading Standard." Bulletin of the New Zealand Society for Earthquake Engineering 28, no. 4 (December 31, 1995): 288–93. http://dx.doi.org/10.5459/bnzsee.28.4.288-293.

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The development of a common Earthquake Loading Standard for Australia and New Zealand which has the potential for most countries in SE Asia is discussed in this paper. An historical perspective of earthquake loading standards in the two countries is introduced for background. In addition, two internationally recognised standards, Uniform Building Code (UBC) and Eurocode 8, covering earthquake loadings for areas of both low and high seismicity are presented. A seismic zoning scheme similar to the UBC approach is tentatively suggested for describing the seismic hazard of Australia and New Zealand. It is suggested that the requirements for design and detailing could vary from nominal tying together to capacity design procedures for the lowest and highest seismic zones respectively.

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Saatcioglu, Murat, Dan Palermo, Ahmed Ghobarah, Denis Mitchell, Rob Simpson, Perry Adebar, Robert Tremblay, Carlos Ventura, and Hanping Hong. "Performance of reinforced concrete buildings during the 27 February 2010 Maule (Chile) earthquake." Canadian Journal of Civil Engineering 40, no. 8 (August 2013): 693–710. http://dx.doi.org/10.1139/cjce-2012-0243.

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The paper presents observed damage in reinforced concrete buildings during the 27 February 2010 Maule earthquake in Chile. Performance of concrete frame and shear wall buildings are discussed with emphasis on seismic deficiencies in design and construction practices. It is shown that the majority of structural damage in multistorey and high-rise buildings can be attributed to poor performance of slender shear walls, without confined boundary elements, suffering from crushing of concrete and buckling of vertical wall reinforcement. Use of irregular buildings, lack of seismic detailing, and the interference of nonstructural elements were commonly observed seismic deficiencies. A comparison is made between Chilean and Canadian design practices with references made to the applicable code clauses. Lessons are drawn from the observed structural performance.

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Mitchell, Denis, and Patrick Paultre. "Ductility and overstrength in seismic design of reinforced concrete structures." Canadian Journal of Civil Engineering 21, no. 6 (December 1, 1994): 1049–60. http://dx.doi.org/10.1139/l94-109.

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The paper first reviews the different approaches taken by codes of practice in their treatment of ductility demand by the use of force modification factors. The way in which structural overstrength affects structural response and the factors influencing overstrength are discussed. Nonlinear analyses of reinforced concrete structures, designed by the Canadian codes, demonstrate the significance of structural overstrength on the ability of the structures to resist lateral load without collapse. The manner in which structural overstrength can be accounted for in the design of reinforced concrete structures is presented. Key words: seismic design, detailing, reinforced concrete, ductility, overstrength, base shear.

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Ingham, J. M., M. J. N. Priestley, and F. Seible. "Seismic response of bridge knee joints having columns with interlocking spirals." Bulletin of the New Zealand Society for Earthquake Engineering 30, no. 2 (June 30, 1997): 114–32. http://dx.doi.org/10.5459/bnzsee.30.2.114-132.

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A comprehensive laboratory investigation was conducted in which four large-scale structural concrete bridge knee joint units were tested. These units represented an as-built joint, and a repair, a retrofit, and a redesign of the as-built joint, and incorporated differing detailing including haunching, prestressing, and variations in the quantity of specially-placed joint reinforcement. Extensive experimental data led to an improved understanding of the force transfer mechanisms developed within joints of this type. A discussion of test unit response and a review of the most relevant data measured from each test are presented.

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Mousseau, Sébastien, and Patrick Paultre. "Seismic performance of a full-scale, reinforced high-performance concrete building. Part I: Experimental study." Canadian Journal of Civil Engineering 35, no. 8 (August 2008): 832–48. http://dx.doi.org/10.1139/l08-017.

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Full-scale tests provide valuable information on the characteristics of building structures that can be used to evaluate design methods, to calibrate modelling techniques, and to determine damage corresponding to loading levels. These tests are scarce due to the enormous requirements in testing space and specialized testing equipment. The seismic behaviour of a full-scale, two-storey, reinforced high-performance concrete building designed with moderate ductility detailing is evaluated by pseudo-dynamic testing, during which increasing seismic loads are applied, resulting in increasing levels of permanent damage to the structure. To monitor the level of damage, a series of successive forced-vibration tests are also carried out at each step of the process and are used to track changes in the key dynamic properties of the building. The paper presents the design of the test structure according to the new edition of the CSA A23.3-04 Design of concrete structures standard, the series of pseudo-dynamic tests simulating different levels of earthquake excitation consistent with the 2005 edition of the National building code of Canada, and the evaluation of the performance of the building. It is shown that the detailing requirements of CSA A23.3-04 are more than adequate to provide the ductility and overstrength expected.

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SOARES, R. W., S. S. LIMA, and S. H. C. SANTOS. "Reinforced concrete bridge pier ductility analysis for different levels of detailing." Revista IBRACON de Estruturas e Materiais 10, no. 5 (September 2017): 1042–50. http://dx.doi.org/10.1590/s1983-41952017000500006.

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Abstract The structural design under seismic loading has been for many years based on force methods to consider the effects of energy dissipation and elastoplastic behavior. Currently, displacement-based methods are being developed to take into account elastoplastic behavior. These methods use moment-curvature relationships to determine the ductility capacity of a structural element, which is the deformation capacity of the element before its collapse. The greater the plastic displacement or rotation a structural member can achieve before it collapses, the more energy it is capable of dissipating. This plastic displacement or rotation capacity of a member is known as the member ductility, which for reinforced concrete members is directly related to efficient concrete confinement. This study investigates at which extents transverse reinforcement detailing influences reinforced concrete column ductility. For this, a bridge located in Ecuador is modeled and analyzed, and its ductility evaluated considering several cases of axial loading and concrete confinement levels. After the performed displacement-based analyses, it is verified whether the response modification factor defined by AASHTO is adequate in the analyzed case.

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Redwood, R. G., L. Lefki, and G. Amar. "Earthquake resistant design of steel moment resisting frames." Canadian Journal of Civil Engineering 17, no. 4 (August 1, 1990): 659–67. http://dx.doi.org/10.1139/l90-075.

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New provisions of the CSA Standard for Steel Structures (CAN/CSA-S16.1-M89) dealing with detailing of moment resisting frames for seismic design are described and related to requirements of the National Building Code of Canada. The basis of the new requirements is outlined, and an example eight-storey frame is used to illustrate the impact of the provisions. Key words: design, structural engineering, steel, earthquakes, moment resisting frame, standards.

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