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Dynamic response and failure mode analysis on light-weight steel columns under blast loads Shi Yan1,2, a, Lei liu1,b , Peng Li1 , Zhiqiang Xin1 , Baoxin Qi1,3 1School of Civil Engineering, Shenyang Jianzhu University, Shenyang 110168, China 2State Key Laboratory of Explosion Science and Technology, Beijing Institute of Technology, Beijing 100000, China 3Faculty of Infrastructure Engineering, Dalian University of Technology, Dalian 116024, China asyan1962@163.com, bliuleiie@sina.com, Keywords: dynamic response; failure mode; light weight steel columns; blasting loading; finite element method (FEM) Abstract.
(in Chinese) [4] Liew J Y R, Chen H (2004), “Explosion and Fire Analysis of Steel Frames Using Fiber Element Approach,” Journal of Structural Engineering, ASCE, 130(7): 991-1000
[5] Chen H, Liew J Y R (2005), “Explosion and fire analysis of steel frames using mixed element approach,” Journal of Engineering Mechanics, ASCE, 131(6): 606-616
[7] Wu C, Hao H (2005), “Modeling of Simultaneous Ground Shock and Air Blast Pressure on Nearby Structures from Surface Explosions,” International Journal of Impact Engineering, 31(6): 699-717

Experimental Study on the Local Behavior of CFRP Anchor Spikes Fixed to Masonry Substrates Mario Fagone1,a*, Tommaso Rotunno2,b, Elisa Bertolesi3,c, Ernesto Grande4,d, Gabriele Milani5,e 1Department of Civil and Environmental Engineering (DICEA), University of Florence, via di S.
Brunelleschi 6, 50121, Florence (Italy) 3College of Engineering, Design and Physical Sciences, Brunel University London, Howell Building 236, Kingston Lane, Uxbridge, Middlesex UB8 3PH, UK 4Department of Sciences Engineering, University Guglielmo Marconi, Via Plinio 44, 00193 Rome, Italy 5Department of Architecture, Built environment and Construction engineering (ABC), Politecnico di Milano, Piazza Leonardo da Vinci 32, 20133, Milan, Italy amario.fagone@unifif.it, btommaso.rotunno@unifi.it, cElisa.Bertolesi@brunel.ac.uk, de.grande@unimarconi.it, egabriele.milani@polimi.it Keywords: masonry; CFRP reinforcements; spike anchor; experimental test Abstract.
Part B-Engineering, 76 (2015) 133–148

Influence of Cockle Shell Ash and Lime on Geotechnical Properties of Expansive Clay Soil Stabilized at Optimum Silica Fume Content Muhammad Syamsul Imran Zaini1,a, Muzamir Hasan1,b*, Anang Rustanto Suwito1,b and Masayuki Hyodo2,d 1Faculty of Civil Engineering Technology, Universiti Malaysia Pahang Al-Sultan Abdullah, Lebuh Persiaran Tun Khalil Yaakob, 26300 Kuantan, Pahang, Malaysia 2Graduate School of Science and Technology for Innovation, Yamaguchi University, Ube, Japan aSyamsulimran94@gmail.com, bMuzamir@umpsa.edu.my, canangsg8@gmail.com, dhyodo@yamaguchi-u.ac.jp Keywords: Consolidated Isotropic Undrained Triaxial Test, Field Emission Scanning Electron Microscopy, Kaolinite Clay Soil, Soil Improvement, Unconfined Compressive Test, X-ray Diffraction.
The engineering properties of the kaolinite soil are shown in Table 1.
The study concluded that CKSA and lime significantly enhanced the engineering properties and strength of SFSS, due to their high calcium oxide, silicon dioxide, and aluminium oxide content, resulting in substantial improvements in the soil's engineering properties and shear strength.
Acknowledgements The authors express their gratitude to Universiti Malaysia Pahang Al-Sultan Abdullah (UMPSA) and Hokoko Engineering Co.

Technical Council on Lifeline Earthquake Engineering Monograph No.6, Lifeline Earthquake Engineering, Proceedings of the Fourth U.S.
Conference,American Society of Civil Engineers, New York, 1995, 8:493-500
Systems Engineering and Electronics,2003,25(11):1370-1372
Railway Engineering, 1991, 8: 4-9.

Experimental Study on Cracking Property of Self-Compacting Concrete Nanguo Jin1,a , Xianyu Jin1,b and Xianglin Gu2,c 1 Department of Civil Engineering, Zhejiang University，Hangzhou 310027,China 2 Department of Building Engineering,Tongji University, Shanghai 200092 ,China a jinng@zju.edu.cn, b xianyu@zju.edu.cn, c gxl@mail.tongji.edu.cn Keywords: self-compacting concrete, crack, characteristic age, ultimate flexural tensile strain Abstract: Taking free shrinkage as the key parameter in evaluating cracking of concrete, the cracking properties of self-compacting concrete with strength grade of C35 and C50 were investigated based on ring and slab restraint tests.
Due to the extraordinary good workability of self-compacting concrete, common visible defects of concrete, such as holes, beehives and rough surface, can be avoided in the construction, and it is especially good to use self-compacting concrete as the main material for parts of an engineering project where it is hard to vibrate when cast the concrete in construction.
So, all of the factors listed before, which will affect the cracking property of concrete, can be considered in the study to figure out the valuable results for the engineering application.
Referring to the actual engineering condition, the curing temperature for specimens was controlled between20 2 oC , and the humidity was 40±5%.

Numerical simulation of interaction of cut-off wall and earth-rock dam in the reinforcement project Jiang-lin GAO1,2,a, *Zhi-gang YANG2,b, Shu-wang YAN1,c 1School of Civil Engineering, Tianjin University, Tianjin 300072, China 2 Jiangxi Provincial Institute of Water Sciences, Nanchang 330029, China agaojianglin@163.com, byzgchm@163.com, c yanshuwang@tju.edu.cn *Corresponding author (e-mail:yzgchm@163.com) Keywords: Numerical simulation, Fluid solid coupling, Interaction, Finite element method, Earth-rock dam, Cut-off wall, Reinforcement Abstract.Concrete cut-off wall has been widely used in the reinforcement project of earth-rock dam.
Introduction With the advantages of high water head bearing, reliable impermeable performance and adaptability of construction conditions, concrete cut-off wall was widely used in water resources and hydropower engineering projects in our country[1].
With the development of finite element analysis in geotechnical engineering, a series studies on cut-off wall stress deformation were carried out using numerical calculation method by domestic scholars [2-4], and made a lot of useful results.
(In Chinese) [2] SHEN Xin-hui: Journal of Hydraulic Engineering.Vol.11(1995), p.39－45(In Chinese) [3] ZHU Jun-gao, YING Zong-ze: Journal of Hydraulic Engineering.

Service Life Prediction based on Carbonation Reliability Theory for Reinforced Concrete under Mechanical Load Xiaomei Wan1, a, Weiqun Cao2,b, Tiejun Zhao1,c and Hong Fan1,d 1School of Civil Engineering, Qingdao Technological University, Qingdao, China 2School of Management, Qingdao Technological University, Qingdao, China awanxiaomeiqj@126.com, bqdcaoweiqun@163.com, cztjgp@263.net, dyxqpfwl@126.com Key words: reinforced concrete, service life prediction, reliability, carbonation, mechanical load.
Verified from engineering practices and experimental researches, like structural parameters, process of carbonation and chloride penetration are subject to uncertainties.
Considering the development of concrete technique and requirement of engineering quality, the upper limit of probability of failure is fixed on 10% in this paper, and b=1.2816 accordingly.
The model and the corresponding service life prediction method need to be improved and verified by more data from practical engineering and compliance tests.
Journal of the Engineering Mechanics Division, ASME, Vol. 107, (1981), p. 1227 [11] Paloheimo E, Hannus H.

Flight Management System for Unmanned Reusable Space Vehicle Atmospheric and Re-entry Trajectory Optimisation Subramanian Ramasamy1, Manoj Sangam2, Roberto Sabatini3,a* and Alessandro Gardi4 1,3,4 School of Aerospace, Mechanical and Manufacturing Engineering, RMIT University, Melbourne, VIC 3000, Australia 2 Department of Aerospace Engineering, Cranfield University, Cranfield, United Kingdom aroberto.sabatini@rmit.edu.au Keywords: flight management system, unmanned reusable space vehicle, trajectory optimisation, re-entry trajectory planning Abstract.
Introduction Unmanned platforms are being increasingly adopted for both atmospheric and space applications despite the access to civil airspace remains currently restricted to segregated areas.
Gardi, Advanced Flight Management System for an Unmanned Reusable Space Vehicle, International Journal of Unmanned Systems Engineering, 1(3), pp. 48-67.(2013) DOI: 10.14323/ijuseng.2013.11 [10] R.
Shaid, Carrier-phase GNSS Attitude Determination and Control for Small UAV Applications, Journal of Aeronautics and Aerospace Engineering, 2(4). (2013)DOI: 10.4172/2168-9792.1000120 [11] R.
Gardi, A Low-cost Vision Based Navigation System for Small Size Unmanned Aerial Vehicle Applications, Journal of Aeronautics and Aerospace Engineering, 2(3). (2013)DOI: 10.4172/2168-9792.1000110 [12] S.

Particle Flow Simulation for Large Diameter Squat Silos Eccentric Discharge Fang Yuan1, a, Chengying Dong2,b, Yaohui Song2,c , Songsong Zhang2,d 1 School of civil engineering and architecture Henan University of Technology, ZhengZhou, China 2Institute of Scientific and Engineering Computation, Henan University of Technology, Zhengzhou 450052, P.R.
Table 1　 The Column Number and The Corresponding Measuring Wall Height test point (m) 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.45 0.55 0.65 20一wall number 20 44 68 92 116 140 164 188 212 236 23一wall number 23 47 71 95 119 143 167 191 215 239 25一wall number 25 49 73 97 121 145 169 193 217 241 32一wall number 32 56 80 104 128 152 176 200 224 248 35一wall number 35 59 83 107 131 155 179 203 227 251 Table 2　 Simulation Model Main Parameters Wall Normal stiffness/Pa wall Tangential stiffness/Pa particle Normal stiffness /Pa particle Tangential stiffness /Pa Particles Friction coefficient Friction coefficient between wall and particle particle gravity density kg/m3 4×106 2×106 3×104 3×104 0.5 0.40 35000 Engineering Analysis The large diameter squat silos are generally for flat bottom.
Engineering Condition one——Open the eighth and ninth outlet, simulate eccentric unloading.
5, 6 respectively, as well as the resulting effect on the dynamic lateral pressures. 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0 20 40 60 80 100 120 Lateral Pressure (kPa) Measure height of storehouse mode（m） 20一Side Wall 23一Side Wall 25一Side Wall 32一Side Wall 35一Side Wall Static Pressure Fig. 4 The Biggest Dynamic Pressure of Each Side Wall with Discharge Port 0.08m 0 0.11 0.2 0.3 0.4 0.5 0.6 0.7 0 20 40 60 80 100 120 Lateral Pressure (kPa) Static pressure 20一Side Wall 23一Side Wall 25一Side Wall 32一Side Wall 35一Side Wall Measure height of storehouse mode（m） Fig. 5 The Biggest Dynamic Pressure of Each Side Wall with Discharge Port 0.1m 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0 20 40 60 80 100 120 Lateral Pressure (kPa) Static lateral pressure 20一Side Wall 23一Side Wall 25一Side Wall 32一Side Wall 35一Side Wall Measure height of storehouse mode（m） Fig. 6 The Biggest Dynamic Pressure of Each Side Wall with Discharge Port 0.12m Engineering

Pavement Primary Response using Influence Function and Peak Influence Function Buhari R.1, a and Collop AC.2, b 1Faculty of Civil and Environmental Engineering, Universiti Tun Hussein Onn Malaysia (UTHM), 86400,Parit Raja, Batu Pahat, Johor. 2University of Nottingham, UK arosna@uthm.edu.my, bcollop@nottingham.ac.uk Keywords: vehicle dynamic load, quarter truck model, primary response, influence function,peak influence function.
References [1] Collop A.C., Effect of Traffic and Temperature on Flexible Pavement Wear, PhD thesis, (1994) Cambridge University Engineering Department, Cambridge, UK
[4] Sun L. and Kennedy T.W., Spectral Analysis and Parametric Study of Stohastic Pavement loads, Journal of Engineering Mechanic, (2002), 128, pp 319-327
and Luo Feiquan, Non-stationary Dynamic Pavement Loads Generated by Vehicle Travelling at Varying Speed, Journal of Transportation Engineering, (2007)
[10] Sun L. and Kennedy T.W., Spectral Analysis and Parametric Study of Stohastic Pavement loads, Journal of Engineering Mechanic, (2002), 128, pp 319-327