text:
Tp_Editing System.E (TES.E)
http://www.techno-press.com/
You logged in as
> Volume 1, No. 1 (March 2001) Volume 1, No. 2 (June 2001) Volume 1, No. 3 (September 2001) Volume 1, No. 4 (December 2001) Volume 2, No. 1 (February 2002) Volume 2, No. 2 (April 2002) Volume 2, No. 3 (June 2002) Volume 2, No. 4 (August 2002) Volume 2, No. 5 (October 2002) Volume 2, No. 6 (December 2002) Volume 3, No. 1 (February 2003) Volume 3, No. 2 (April 2003) Volume 3, No. 3 (June 2003) Volume 3, No. 4 (August 2003) Volume 3, No. 5 (October 2003) Volume 3, No. 6 (December 2003) Volume 4, No. 1 (February 2004) Volume 4, No. 2 (April 2004) Volume 4, No. 3 (June 2004) Volume 4, No. 4 (August 2004) Volume 4, No. 5 (October 2004) Volume 4, No. 6 (December 2004) Volume 5, No. 1 (February 2005) Volume 5, No. 2 (April-June 2005) Volume 5, No. 4 (August 2005) Volume 5, No. 5 (October 2005) Volume 5, No. 6 (December 2005) Volume 6, No. 1 (February 2006) Volume 6, No. 2 (April 2006) Volume 6, No. 3 (June 2006) Volume 6, No. 4 (August 2006) Volume 6, No. 5 (October 2006) Volume 6, No. 6 (December 2006) Volume 7, No. 1 (February 2007) Volume 7, No. 2 (April 2007) Volume 7, No. 3 (June 2007) Volume 7, No. 4 (August 2007) Volume 7, No. 5 (October 2007) Volume 7, No. 6 (December 2007) Volume 8, No. 1 (February 2008) Volume 8, No. 2 (April 2008) Volume 8, No. 3 (June 2008) Volume 8, No. 4 (August 2008) Volume 8, No. 5 (October 2008) Volume 8, No. 6 (December 2008) Volume 9, No. 1 (February 2009) Volume 9, No. 2 (April 2009) Volume 9, No. 3 (June 2009) Volume 9, No. 4 (August 2009) Volume 9, No. 5 (October 2009) Volume 9, No. 6 (December 2009) Volume 10, No. 1 (February 2010) Volume 10, No. 2 (April 2010) Volume 10, No. 3 (June 2010) Volume 10, No. 4 (August 2010) Volume 10, No. 5 (October 2010) Volume 10, No. 6 (December 2010) Volume 11, No. 1 (February 2011) Volume 11, No. 2 (March 2011) Volume 11, No. 3 (June 2011) Volume 11, No. 4 (August 2011) Volume 11, No. 5 (October 2011) Volume 11, No. 6 (December 2011) Volume 12, No. 1 (January 2012) Volume 12, No. 2 (February 2012) Volume 12, No. 3 (March 2012) Volume 12, No. 4 (April 2012) Volume 12, No. 5 (May 2012) Volume 12, No. 6 (May 2012) Volume 13, No. 1 (July 2012) Volume 13, No. 2 (August 2012) Volume 13, No. 3 (September 2012) Volume 13, No. 4 (October 2012) Volume 13, No. 5 (November 2012) Volume 13, No. 6 (December 2012) Volume 14, No. 1 (January 2013) Volume 14, No. 2 (February 2013) Volume 14, No. 3 (March 2013) Volume 14, No. 4 (April 2013) Volume 14, No. 5 (May 2013) Volume 14, No. 6 (June 2013) Volume 15, No. 1 (July 2013) Volume 15, No. 2 (August 2013) Volume 15, No. 3 (September 2013) Volume 15, No. 4 (October 2013) Volume 15, No. 5 (November 2013) Volume 15, No. 6 (December 2013) Volume 16, No. 1 (January 2014) Volume 16, No. 2 (February 2014) Volume 16, No. 3 (March 2014) Volume 16, No. 4 (March 2014) Volume 16, No. 5 (May 2014) Volume 16, No. 6 (June 2014) Volume 17, No. 1 (July 2014) Volume 17, No. 2 (August 2014) Volume 17, No. 3 (September 2014) Volume 17, No. 4 (October 2014) Volume 17, No. 5 (November 2014) Volume 17, No. 6 (December 2014) Volume 18, No. 1 (January 2015) Volume 18, No. 2 (February 2015) Volume 18, No. 3 (March 2015) Volume 18, No. 4 (April 2015) Volume 18, No. 5 (May 2015) Volume 18, No. 6 (June 2015) Volume 19, No. 1 (July 2015) Volume 19, No. 2 (August 2015) Volume 19, No. 3 (September 2015) Volume 19, No. 4 (October 2015) Volume 19, No. 5 (November 2015) Volume 19, No. 6 (December 2015) Volume 20, No. 1 (January20 2016) Volume 20, No. 2 (February10 2016) Volume 20, No. 3 (February29 2016) Volume 20, No. 4 (March20 2016) Volume 20, No. 5 (April10 2016) Volume 20, No. 6 (April30 2016) Volume 21, No. 1 (May20 2016) Volume 21, No. 2 (June10 2016) Volume 21, No. 3 (June30 2016) Volume 21, No. 4 (July20 2016) Volume 21, No. 5 (August10 2016) Volume 21, No. 6 (August30 2016) Volume 22, No. 1 (September20 2016) Volume 22, No. 2 (October10 2016) Volume 22, No. 3 (October30 2016) Volume 22, No. 4 (November20 2016) Volume 22, No. 5 (December10 2016) Volume 22, No. 6 (December30 2016) Volume 23, No. 1 (January20 2017) Volume 23, No. 2 (February10 2017) Volume 23, No. 3 (February28 2017) Volume 23, No. 4 (March20 2017) Volume 23, No. 5 (April10 2017) Volume 23, No. 6 (April30 2017) Volume 24, No. 1 (May20 2017) Volume 24, No. 2 (June10 2017) Volume 24, No. 3 (June30 2017) Volume 24, No. 4 (July20 2017) Volume 24, No. 5 (August10 2017) Volume 24, No. 6 (August30 2017) Volume 25, No. 1 (September20 2017) Volume 25, No. 2 (October10 2017) Volume 25, No. 3 (October30 2017) Volume 25, No. 4 (November20 2017) Volume 25, No. 5 (December10 2017) Volume 25, No. 6 (December30 2017) Volume 26, No. 1 (January10 2018) Volume 26, No. 2 (January25 2018) Volume 26, No. 3 (February10 2018) Volume 26, No. 4 (February25 2018) Volume 26, No. 5 (March10 2018) Volume 26, No. 6 (March25 2018) Volume 27, No. 1 (April10 2018) Volume 27, No. 2 (April25 2018) Volume 27, No. 3 (May10 2018) Volume 27, No. 4 (May25 2018) Volume 27, No. 5 (June10 2018) Volume 27, No. 6 (June25 2018) Volume 28, No. 1 (July10 2018) Volume 28, No. 2 (July25 2018) Volume 28, No. 3 (August10 2018) Volume 28, No. 4 (August25 2018) Volume 28, No. 5 (September10 2018) Volume 28, No. 6 (September25 2018) Volume 29, No. 1 (October10 2018) Volume 29, No. 2 (October25 2018) Volume 29, No. 3 (November10 2018) Volume 29, No. 4 (November25 2018) Volume 29, No. 5 (December10 2018) Volume 29, No. 6 (December25 2018) Volume 30, No. 1 (January10 2019) Volume 30, No. 2 (January25 2019) Volume 30, No. 3 (February10 2019) Volume 30, No. 4 (February25 2019) Volume 30, No. 5 (March10 2019) Volume 30, No. 6 (March25 2019) Volume 31, No. 1 (April10 2019) Volume 31, No. 2 (April25 2019) Volume 31, No. 3 (May10 2019) Volume 31, No. 4 (May25 2019) Volume 31, No. 5 (June10 2019) Volume 31, No. 6 (June25 2019) Volume 32, No. 1 (July10 2019) Volume 32, No. 2 (July25 2019) Volume 32, No. 3 (August10 2019) Volume 32, No. 4 (August25 2019) Volume 32, No. 5 (September10 2019) Volume 32, No. 6 (September25 2019) Volume 33, No. 1 (October10 2019) Volume 33, No. 2 (October25 2019) Volume 33, No. 3 (November10 2019) Volume 33, No. 4 (November25 2019) Volume 33, No. 5 (December10 2019) Volume 33, No. 6 (December25 2019) Volume 34, No. 1 (January10 2020) Volume 34, No. 2 (January25 2020) Volume 34, No. 3 (February10 2020) Volume 34, No. 4 (February25 2020) Volume 34, No. 5 (March10 2020) Volume 34, No. 6 (March25 2020) Volume 35, No. 1 (April10 2020) Volume 35, No. 2 (April25 2020) Volume 35, No. 3 (May10 2020) Volume 35, No. 4 (May25 2020) Volume 35, No. 5 (June10 2020) Volume 35, No. 6 (June25 2020) Volume 36, No. 1 (July10 2020) Volume 36, No. 2 (July25 2020) Volume 36, No. 3 (August10 2020) Volume 36, No. 4 (August25 2020) Volume 36, No. 5 (September10 2020) Volume 36, No. 6 (September25 2020) Volume 37, No. 1 (October10 2020) Volume 37, No. 2 (October25 2020) Volume 37, No. 3 (November10 2020) Volume 37, No. 4 (November25 2020) Volume 37, No. 5 (December10 2020) Volume 37, No. 6 (December25 2020) Volume 38, No. 1 (January10 2021) Volume 38, No. 2 (January25 2021) Volume 38, No. 3 (February10 2021) Volume 38, No. 4 (February25 2021) Volume 38, No. 5 (March10 2021) Volume 38, No. 6 (March25 2021) Volume 39, No. 1 (April10 2021) Volume 39, No. 2 (April25 2021) Volume 39, No. 3 (May10 2021) Volume 39, No. 4 (May25 2021) Volume 39, No. 5 (June10 2021) Volume 39, No. 6 (June25 2021) Volume 40, No. 1 (July10 2021) Volume 40, No. 2 (July25 2021) Volume 40, No. 3 (August10 2021) Volume 40, No. 4 (August25 2021) Volume 40, No. 5 (September10 2021) Volume 40, No. 6 (September25 2021) Volume 41, No. 1 (October10 2021) Volume 41, No. 2 (October25 2021) Volume 41, No. 3 (November10 2021) Volume 41, No. 4 (November25 2021) Volume 41, No. 5 (December10 2021) Volume 41, No. 6 (December25 2021) Volume 42, No. 1 (January10 2022) Volume 42, No. 2 (January25 2022) Volume 42, No. 3 (February 2022) Volume 42, No. 4 (February25 2022) Volume 42, No. 5 (March10 2022) Volume 42, No. 6 (March25 2022) Volume 43, No. 1 (April10 2022) Volume 43, No. 2 (April25 2022) Volume 43, No. 3 (May10 2022 (Special Issue)) Volume 43, No. 4 (May25 2022 (Special Issue)) Volume 43, No. 5 (June10 2022) Volume 43, No. 6 (June25 2022) Volume 44, No. 1 (July10 2022) Volume 44, No. 2 (July25 2022) Volume 44, No. 3 (August10 2022) Volume 44, No. 4 (August25 2022) Volume 44, No. 5 (September10 2022) Volume 44, No. 6 (September25 2022) Volume 45, No. 1 (October10 2022) Volume 45, No. 2 (October25 2022) Volume 45, No. 3 (November10 2022) Volume 45, No. 4 (November25 2022) Volume 45, No. 5 (December10 2022) Volume 45, No. 6 (December25 2022) Volume 46, No. 1 (January10 2023) Volume 46, No. 2 (January25 2023)
Volume 37, Number 4, November25 2020
Vibration behavior of large span composite steel bar truss-reinforced concrete floor due to human activity
Liang Cao, Jiang Li, Xing Zheng and Y. Frank Chen
Abstract; Full Text (3372K) . pages 391-404. DOI: 10.12989/scs.2020.37.4.391
Human-induced vibration could present a serious serviceability problem for large-span and/or lightweight floors using the high-strength material. This paper presents the results of heel-drop, jumping, and walking tests on a large-span composite steel rebar truss-reinforced concrete (CSBTRC) floor. The effects of human activities on the floor vibration behavior were investigated considering the parameters of peak acceleration, root-mean-square acceleration, maximum transient vibration value (MTVV), fundamental frequency, and damping ratio. The measured field test data were validated with the finite element and theoretical analysis results. A comprehensive comparison between the test results and current design codes was carried out. Based on the classical plate theory, a rational and simplified formula for determining the fundamental frequency for the CSBTRC floor is derived. Secondly, appropriate coefficients (Brp) correlating the MTVV with peak acceleration are suggested for heel-drop, jumping, and walking excitations. Lastly, the linear oscillator model (LOM) is adopted to establish the governing equations for the human-structure interaction (HSI). The dynamic characteristics of the LOM (sprung mass, equivalent stiffness, and equivalent damping ratio) are determined by comparing the theoretical and experimental acceleration responses. The HSI effect will increase the acceleration response.
vibration serviceability; composite steel bar truss-reinforced concrete (CSBTRC) floor; human-structure interaction; large-span floor; fundamental frequency
Liang Cao, Jiang Li and Xing Zheng: School of Civil Engineering, Chongqing University, Chongqing 400045, China;
Key Laboratory of New Technology for Construction of Cities in Mountain Area (Chongqing University),
Ministry of Education, Chongqing 400045, China
Y. Frank Chen: Department of Civil Engineering, The Pennsylvania State University, Middletown, PA 17055, USA
Behavior of L-shaped double-skin composite walls under compression and biaxial bending
Ying Qin, Xin Chen, Wang Xi, Xingyu Zhu and Yuanze Chen
The application of double-skin composite wall should meet different layout plans. However, most available research focused on the rectangular section with uniform axial compression. In this research, the structural behavior of double-skin composite wall with L section was studied. Due to the unsymmetric geometric characteristics, the considered loading condition combined the axial compression and biaxial bending. Five specimens were designed and tested under eccentric compression. The variables in the test included the width of the web wall, the truss spacing, the thickness of the steel faceplate, and the thickness of the web wall. The test results were discussed in terms of the load-displacement responses, buckling behavior, stiffness, ductility, strength utilization, strain distribution. Two modern codes were employed to predict the interaction between the axial compression and the biaxial bending. The method to calculate the available bending moment along the two directions was proposed. It was found that CECS 159:2004 offers more suitable results than AISC 360.
composite wall; eccentric compressive loading; experimental behavior; T-shaped section; truss connector
Ying Qin: Key Laboratory of Concrete and Prestressed Concrete Structures of Ministry of Education, Southeast University, Nanjing, China;
School of Civil Engineering, Southeast University, Nanjing, China
Xin Chen, Wang Xi, Xingyu Zhu and Yuanze Chen: School of Civil Engineering, Southeast University, Nanjing, China
Effect of curing condition on mechanical properties of scarf-repaired composite laminates
Xiaoquan Cheng, Jie Zhang, Yujia Cheng, Xin Guo and Wenjun Huang
Composite structures are generally pressurized at both sides when repaired by the scarf repair method. But single-face vacuum bag curing (SVC) may be used in some practical scarf repair of penetration damage due to the low accessibility of composite structures, which can decrease bonding quality and may reduce structural mechanical properties. In this paper, experimental investigations were conducted on tensile and compressive properties of scarf-repaired composite laminates using SVC and double-face vacuum bag curing (DVC) in four hygrothermal environments. Finite element models of composite scarf joints with voids were established to further explore the failure mechanism of scarf-repaired laminates. Results show that the curing condition hardly affects tensile and compressive properties of the repaired laminates though it significantly affects the bonding quality with adhesive inner voids. Failure loads of scarf joints almost keep unchanged with adhesive voids increasing.
scarf-repaired composite laminate; curing condition; static mechanical properties; hygrothermal effect
Xiaoquan Cheng, Yujia Cheng and Xin Guo: School of Aeronautic Science and Engineering, Beihang University, Beijing, 100083, China
Jie Zhang: Institute of Telecommunication and Navigation Satellites, China academy of spacecraft technology, Beijing, 100094, China
Wenjun Huang: AVIC China Helicopter Research and Development Institute, Jingdezhen 333001, China
Flexural performance of double skin composite beams at the Arctic low temperature
Jia-Bao Yan, Xin Dong and Tao Wang
This paper presents the flexural performance of double skin composite beams (DSCBs) at different Arctic low temperatures. 12 DSCBs were prepared and tested under two-point loading at different Arctic low temperatures of 20, -30, -50, and -70C. The studied parameters include low-temperature level (T), steel-faceplate thickness (t), shear span ratio (), and spacing of headed studs (S). The experimental investigations under two-point loading tests showed that flexural failure occurred to all DSCBs, even including the specimen designed with the small ratio of 2.9. The ultimate strength behaviours of DSCBs were improved due to the improved mechanical properties of constructional materials and the confinement on shear connectors. The DSCB subjected to two-point loading and low temperatures exhibits a five-stage working mechanism. The stiffness and strength indexes of DSCBs increase linearly with temperature and t value increasing, while decreasing as shear span ratio boosts. In the contrast, the change of S value from 150 to 200 mm has little effect on the ultimate strength behavior of DSCB.
double skin composite structure; composite structure; low temperature; flexural behaviour; bending tests; Arctic structures
Jia-Bao Yan and Xin Dong: School of Civil Engineering / Key Laboratory of Coast Civil Structure Safety of Ministry of Education,
Tianjin University, Tianjin 300350, China
Tao Wang: Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics,
CEA, Harbin 150080, China
A simplified seismic design method for low-rise dual frame-steel plate shear wall structures
Jiulin Bai, Jianyuan Zhang, Ke Du and Shuangshuang Jin
In this paper, a simplified seismic design method for low-rise dual frame-steel plate shear wall (SPSW) structures is proposed in the framework of performance-based seismic design. The dynamic response of a low-rise structure is mainly dominated by the first-mode and the structural system can be simplified to an equivalent single degree-of-freedom (SDOF) oscillator. The dual frame-SPSW structure was decomposed into a frame system and a SPSW system and they were simplified to an equivalent F-SDOF (SDOF for frame) oscillator and an equivalent S-SDOF (SDOF for SPSW) oscillator, respectively. The analytical models of F-SDOF and S-SDOF oscillators were constructed based on the OpenSees platform. The equivalent SDOF oscillator (D-SDOF, dual SDOF) for the frame-SPSW system was developed by combining the F-SDOF and S-SDOF oscillators in parallel. By employing the lateral force resistance coefficients and seismic demands of D-SDOF oscillator, the design approach of SPSW systems was developed. A 7-story frame-SPSW system was adopted to verify the feasibility and demonstrate the design process of the simplified method. The results also show the seismic demands derived by the equivalent dual SDOF oscillator have a good consistence with that by the frame-SPSW structure.
steel plate shear wall; SDOF oscillator; dual structural system; performance-based seismic design; seismic demand
Jiulin Bai and Jianyuan Zhang: School of Civil Engineering, Chongqing University, Chongqing, 400045, China;
Ke Du: Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics,
China Earthquake Administration, Harbin 150080, China
Shuangshuang Jin: School of Civil Engineering, Chongqing Jiaotong University, 400074, Chongqing, China
Optimum location for the belt truss system for minimum roof displacement of steel buildings subjected to critical excitation
Reza Kamgar and Peyman Rahgozar
Currently, there are many lateral resisting systems utilized in resisting lateral loads being produced in an earthquake. Such systems can significantly reduce the roof's displacement when placed at an optimum location. Since in the design of tall buildings, the minimum distance between adjacent buildings is important. In this paper, the critical excitation method is used to determine the best location of the belt truss system while calculating the minimum required distance between two adjacent buildings. For this purpose, the belt truss system is placed at a specific story. Then the critical earthquakes are computed so that the considered constraints are satisfied, and the value of roof displacement is maximized. This procedure is repeated for all stories; i.e., for each, a critical acceleration is computed. From this set of computed roof displacement values, the story with the least displacement is selected as the best location for the belt truss system. Numerical studies demonstrate that absolute roof displacements induced through critical accelerations range between 5.36 to 1.95 times of the San Fernando earthquake for the first example and 7.67 to 1.22 times of the San Fernando earthquake for the second example. This method can also be used to determine the minimum required distance between two adjacent buildings to eliminate the pounding effects. For this purpose, this value is computed based on different standard codes and compared with the results of the critical excitation method to show the ability of the proposed method.
critical excitation method; minimum required distance; linear dynamic analysis; time history analysis
Reza Kamgar: Department of Civil Engineering, Shahrekord University, Shahrekord, Iran
Peyman Rahgozar: College of Design, Construction and Planning, University of Florida, Gainesville, Florida, USA
Strength prediction of corrosion reinforced concrete columns strengthened with concrete filled steel tube under axial compression
Hongjun Liang, Yanju Jiang, Yiyan Lu and Jiyue Hu
Twenty-two corrosion-damaged columns were simulated through accelerated steel corrosion tests. Eight specimens were directly tested to failure under axial load, and the remaining specimens were tested after concrete-filled steel tube (CFST) strengthening. This study aimed to investigate the damage of RC columns after corrosion and their restoration and enhancement after strengthening. The research parameters included different corrosion degrees of RC columns, diameter-to-thickness ratio of steel tube and the strengthening concrete strength. Experimental results showed that CFST strengthening method could change the failure mode of corrosion-damaged RC columns from brittleness to ductility. In addition to the bearing capacity provided by the strengthening materials, it can also provide an extra 26.7% amplification because of the effective confinement provided by steel tubes. The influence of corrosion on reinforcement and concrete was quantitatively analysed and considered in the design formula. The proposed formula accurately predicted the bearing capacity of the strengthened columns with a maximum error of only 7.68%.
corrosion-damaged; RC column; CFST; strengthening; axial compression
Hongjun Liang, Yanju Jiang, Yiyan Lu and Jiyue Hu: School of Civil Engineering, Wuhan University, Wuhan 430072, China
Optimization of a composite beam for high-speed railroads
Vladimir Y. Poliakov and Vasyli V. Saurin
The paper describes an optimization method based on the mathematical model of interaction within multibody 'bridge-track-cars" dynamic system. The interaction is connected with considerable dynamic phenomena influenced by high traffic speed (up to 400 km/h) on high-speed railroads. The trend analysis of a structure is necessary to determine the direction and resource of optimizing the system. Thus, scientific methods of decision-making process are necessary. The process requires a great amount of information analysis dealing with behavior and changes of the "bridge-track-cars system" that consists of mechanisms and structures, including transitions. The paper shows the algorithm of multi-criteria optimization that can essentially reduce weight of a bridge superstructure using big data analysis. This reduction is carried out in accordance with the constraints that have to be satisfied in any case. Optimization of real steel-concrete beam is exemplified. It demonstrates possibility of measures that are offered by the algorithm.
high-speed railroads; bridges; composite structures; multibody dynamics; optimal design
Vladimir Y. Poliakov: Bridges and Tunnels Department, Russian University of Transport, Moscow, Russia
9b9, Obrazcova Street, Moscow Russia
Vasyli V. Saurin: Institute of Problems of Mechanics, Russian Academy of Sciences, 101, Pr. Vernadskogo, Moscow, Russia
Techno Press Services
Techno-Press: Publishers of international journals and conference proceedings. Copyright © 2023 Techno-Press
P.O. Box 33, Yuseong, Daejeon 34186 Korea, Tel: +82-2-736-6800 (SCS, EAS, WAS, ANR) +82-42-828-7995 (GAE, SEM, SSS, CAC) Fax : +82-2-736-6801, Email: info@techno-press.com