ORIGINAL_ARTICLE
Nonlinear measurements for feature extraction in structural health monitoring
In the past twenty-five years, structural health monitoring (SHM) has become an increasingly significant topic of investigation in the civil and structural engineering research community. An SHM schema involves three main steps: (a) measurement and acquisition of signals related to the structural response, (b) signal processing consisting of pre-processing and feature extraction employing nonlinear measurements, and (c) interpretation using machine learning. This article presents a review of recent journal articles on nonlinear measurements used for feature extraction in SHM of building and bridge structures. It also reviews three recently-developed nonlinear indexes with potential applications in SHM.
https://scientiairanica.sharif.edu/article_21669_abe115ab23bdb3a0fab2d2d707021a57.pdf
2019-12-01
3051
3059
10.24200/sci.2019.21669
Civil structures
structural health monitoring
Nonlinear Measurements
Vibrations
J. P.
Amezquita-Sanchez
jamezquita@hspdigital.org
1
ENAP, Faculty of Engineering, Departments of Electromechanical and Biomedical Engineering, Autonomous University of Queretaro, Campus San Juan del Rio, Moctezuma 249, Col. San Cayetano, 76807, San Juan del Rio, Queretaro, Mexico
LEAD_AUTHOR
H.
Adeli
2
The Ohio State University, Columbus, OH 43210, USA
AUTHOR
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ORIGINAL_ARTICLE
Adapted design of experiments for dimension decomposition-based meta-model in structural reliability analysis
Reliability analysis of structures is often problematic for the structures with nonlinear and complex limit state functions (LSF). For these cases, simulation methods often provide accurate failure probability, but with high number of structure’s LSF analysis. This paper presents an efficient combination of Monte Carlo Simulation (MCS) method and Univariate Dimension Reduction (UDR) based Meta-model to approximate the failure probability of structures with few LSFs evaluation. For this purpose, the design of experiment used in the Meta model is adapted such that the expected failure samples in MCS being approximated with higher accuracy. Several numerical and engineering reliability problems are solved by the proposed approach and the results are verified by MCS. Results show that the proposed approach highly reduces the required number of structural analysis to provide proper results.
https://scientiairanica.sharif.edu/article_20221_a2edc311a9e8b82eee230a44b8803d10.pdf
2019-12-01
3060
3071
10.24200/sci.2018.20221
Structural Reliability
Simulation Methods
Univariate Dimension Reduction
Design of Experiment
Monte Carlo simulation
M.
Rakhshani Mehr
1
Department of Civil Engineering, Alzahra University, Tehran, P.O. Box 1993893973, Iran
LEAD_AUTHOR
H.
Mirkamali
2
Department of Civil Engineering, Shiraz University of Technology, Shiraz, Iran
AUTHOR
M.
Rashki
3
Department of Civil Engineering, University of Sistan and Baluchestan, Zahedan, Iran
AUTHOR
A.
Bahrpeyma
4
Department of Civil Engineering, University of Sistan and Baluchestan, Zahedan, Iran
AUTHOR
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45. GhohaniArab, H. and Ghasemi, M.R. "A fast and robust method for estimating the failure probability of structures", P I Civil Eng Str B, 168(4), pp. 298-309 (2015).
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47. Zou, T., Mahadevan, S., Mourelatos, Z., and Meernik, P. "Reliability analysis of automotive body-door subsystem", Reliability Engineering & System Safety, 78(3), pp. 315-324 (2002).
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49
49. Dubourg, V. and Sudret, B. "Meta-model-based importance sampling for reliability sensitivity", Structural Safety, 49, pp. 27-36 (2014).
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50. Wang, P., Lu, Z., and Tang, Z. "An application of the Kriging method in global sensitivity analysis with parameter uncertainty", Applied Mathematical Modelling, 37, pp. 6543-6555 (2013).
51
ORIGINAL_ARTICLE
Effect of FRP strengthening on the SHS brace collapse mechanism
During an earthquake diagonal braces are designed to dissipate energy by yielding in tension and buckling in compression. However, local buckling occurring in the middle of the brace leads to immediate fracture. With the aim of strengthening braces against local buckling, wrapping FRP sheets in transverse direction is proposed in this study. Hitherto, the effect of FRP strengthening on the post-buckling behaviour of Square Hollow Section (SHS) tubes has not been investigated. A numerical model was generated and verified by previous research. Then, a comprehensive parametric study was conducted and the effect of slenderness ratio, number of FRP layers and FRP coverage percentage on post-buckling response of strengthening brace was explored within the study. Results indicate that utilising FRP is certainly successful at mitigating local buckling mode of long SHS braces Moreover, for short braces, applying enough numbers of FRP layers can change the mode of buckling from local to overall. Finally, an optimized length of FRP was suggested for strengthening of braces in accordance with their slenderness ratio.
https://scientiairanica.sharif.edu/article_20690_b10a1c80eec8f753b5b58bd497dde74a.pdf
2019-12-01
3072
3084
10.24200/sci.2018.20690
stability, strengthening
CFRP
square hollow section brace
numerical study
P.
Shadan
p_shadan@aut.ac.ir
1
Department of Civil Engineering, Amirkabir University of Technology, 424 Hafez Avenue, Tehran, Iran
AUTHOR
M.Z.
Kabir
m.z.kabir@aku.ac.ir
2
Department of Civil Engineering, Amirkabir University of Technology, 424 Hafez Avenue, Tehran, Iran
LEAD_AUTHOR
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17. Tavakkolizadeh, M. and Saadatmanesh, H. "Fatigue strength of steel girders strengthened with carbon fiber reinforced polymer patch", Journal of Structural Engineering, 129(2), pp. 186-196 (2003).
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18. Ekiz, E., El-Tawil, S., Parra-Montesinos, G., and Goel, S. "Enhancing plastic hinge behavior in steel flexural members using CFRP wraps", Proc., 13th World Conf. on Earthquake Engineering, Vancouver (2004).
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19. El-Tawil, S., Ekiz, E., Goel, S., and Chao, S.-H. "Retraining local and global buckling behavior of steel plastic hinges using CFRP", Journal of Constructional Steel Research, 67(3), pp. 261-269 (2011).
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20. Teng, J. and Hu, Y. "Behaviour of FRP-jacketed circular steel tubes and cylindrical shells under axial compression", Construction and Building Materials, 21(4), pp. 827-838 (2007).
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21. Sayed-Ahmed, E. "Strengthening of thin-walled steel Isection beams using CFRP strips", Proceedings of the 4th Advanced Composites for Bridges and Structures Conference (2004).
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23. Ragheb, W.F. "Inelastic local buckling and rotation capacity of steel I-beams strengthened with bonded FRP sheets", Journal of Composites for Construction, 21(1), p. 04016058 (2017).
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24. Shaat, A.A.S. "Structural behaviour of steel columns and steel-concrete composite girders retrofitted using CFRP", Ph.D. Dissertation, Queen's University (2007).
25
25. Shaat, A. and Fam, A.Z. "Slender steel columns strengthened using high-modulus CFRP plates for buckling control", Journal of Composites for Construction, 13(1), pp. 2-12 (2009).
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26. Shaat, A. and Fam, A. "Axial loading tests on short and long hollow structural steel columns retrofitted using carbon fibre reinforced polymers", Canadian Journal of Civil Engineering, 33(4), pp. 458-470 (2006).
27
27. Bambach, M., Jama, H., and Elchalakani, M. "Axial capacity and design of thin-walled steel SHS strengthened with CFRP", Thin-Walled Structures, 47(10), pp. 1112-1121 (2009).
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28. Haedir, J. and Zhao, X.-L. "Design of short CFRPreinforced steel tubular columns", Journal of Constructional Steel Research, 67(3), pp. 497-509 (2011).
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29. Park, J.-W. and Yoo, J.-H. "Axial loading tests and load capacity prediction of slender SHS stub columns strengthened with carbon fiber reinforced polymers", Steel and Composite Structures, 15(2), pp. 131-150 (2013).
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30. Feng, P., Hu, L., Qian, P., and Ye, L. "Buckling behavior of CFRP-aluminum alloy hybrid tubes in axial compression", Engineering Structures, 132(Supplement C) pp. 624-636 (2017).
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31. Kabir, M.Z. and Nazari, A.R. "Numerical study on reinforcing of thin walled cracked metal cylindrical columns using FRP patch", Scientia Iranica transaction A-Civil Engineering, 17(5), pp. 407-414 (2010).
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32. Teng, J. and Hu, Y. "Suppression of local buckling in steel tubes by FRP jacketing", Proceedings, 2nd International Conference on FRP Composites in Civil Engineering, Adelaide, Australia, pp. 8-10 (2004).
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33. Batikha, M., Chen, J., Rotter, J., and Teng, J. "Strengthening metallic cylindrical shells against elephant's foot buckling with FRP", Thin-Walled Structures, 47(10), pp. 1078-1091 (2009).
34
34. Haedir, J., Bambach, M., Zhao, X.-L., and Grzebieta, R. "Strength of circular hollow sections (CHS) tubular beams externally reinforced by carbon FRP sheets in pure bending", Thin-Walled Structures, 47(10), pp. 1136-1147 (2009).
35
35. Zhao, X.-L., Fernando, D., and Al-Mahaidi, R. "CFRP strengthened RHS subjected to transverse end bearing force", Engineering Structures, 28(11), pp. 1555-1565 (2006).
36
36. Alam, M.I., Fawzia, S., Zhao, X.-L., and Remennikov, A.M. "Experimental study on FRP-strengthened steel tubular members under lateral impact", Journal of Composites for Construction, 21(5), p. 04017022 (2017).
37
37. Qingli, W. and Yongbo, S. "Compressive performances of concrete filled square CFRP-steel tubes (S-CFRPCFST)", Steel & Composite Structures: An International Journal, 16(5), pp. 455-480 (2014).
38
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41. Gao, X., Balendra, T., and Koh, C. "Buckling strength of slender circular tubular steel braces strengthened by CFRP", Engineering Structures, 46, pp. 547-556 (2013).
42
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48
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49
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50
ORIGINAL_ARTICLE
Systematic approach to the design of modular military housing units using six-sigma
Military quarters and barracks are representative of housing units where the same plan is repeated, and thus prefabricated housing production can be effectively applied. These housing units are required to be disassembled and recycled as military forces are frequently reorganized and deployed to perform military actions. In order to meet these needs, this study proposes a systematic approach for the design of modular military housing units based on Six-Sigma concept. The application of the Six-Sigma to modular military housing units allows customers’ needs to be reflected on the critical to quality, which summarizes the main design requirements, and the design concept of the modular units can be developed based on the derived critical to qualities. To evaluate the effectiveness of the proposed approach, a representative example of military housing units is chosen and designed by utilizing the new modular units developed through this procedure. The weight of frames per unit area and factory manufacturing ratio of the new design are analyzed. The results of the comparison show that the use of the new modular units not only reduces construction cost significantly, but also greatly improves the quality of construction.
https://scientiairanica.sharif.edu/article_20162_c69ae51a98e3094b54bf3f377171e34b.pdf
2019-12-01
3085
3096
10.24200/sci.2018.20162
Six-Sigma
modular construction
quality function deployment
military housing unit
steel structure
B.-H.
Cho
1
Department of Architectural Engineering, Ajou University, 206 Worldcup-ro, Yeongtong-gu, Suwon-si, Gyeonggi-do 16499, South Korea
AUTHOR
D.-J.
Kim
2
Department of Architectural Engineering, Kyung Hee University, 1732, Deogyeong-daero, Giheung-gu, Yongin-si, Gyeonggi-do 17104, South Korea
LEAD_AUTHOR
T.
Ha
3
Steel Solution Center, POSCO, 100 Songdogwahak-ro, Yeonsu-gu, Incheon 21985, South Korea
AUTHOR
References:
1
1. Lawson, R.M. and Ogden, R.G. " Hybrid' light steel panel and modular systems", Thin-Walled Structures, 46(7-9), pp. 720-730 (2008).
2
2. Hong, S.-G., Cho, B.-H., Chung, K.S., and Moon, J.H. "Behavior of framed modular building system with double skin steel panels", Journal of Construction Steel Research, 67(6), pp. 936-946 (2011).
3
3. Park, J.S. and Park, T.K. "A study on modular construction method in military facilities", Proceedings of AIK Spring Conference, 01, pp. 565-570 (2006).
4
4. Ha, T.-H., Cho, B.-H., Kim, H., and Kim, D.-J. "Development of an efficient steel beam section for modular construction based on six-sigma", Advances in Materials Science and Engineering, Article ID 9687078, 13 pages (2016).
5
5. Pheng, L.S. and Hui, M.S. "Implementing and applying six-sigma in construction", Journal of Construction Engineering and Management, ASCE, 130(4), pp. 482- 489 (2004).
6
6. Hassan, A., Siadat, A., Dantan, J.-Y., and Martin, P. "Conceptual process lanning-an improvement approach using QFD, FMEA and ABC methods", Robotics and Computer-Integrated Manufacturing, 26(4), pp. 392-401 (2010).
7
7. Lawson, M., Ogden, R., and Goodier, C., Design in Modular Construction, CRC Press (2014).
8
ORIGINAL_ARTICLE
Seismic force modification factors for partitions in flow-rise reinforced concrete buildings
Present codes of practice do not consider the effect of arrangement of partitions in the plan of structure on the seismic demands of these non-structural components. In this paper, a modification factor has been proposed to modify provisions for those seismic demands. Seventy two regular low-rise reinforced concrete moment frames, supporting some partitions, exposed to seven appropriate ground motions. The nonlinear seismic response history analysis considering out-of-plane behavior of partitions has been conducted using the OpenSees platform. The average values of peak responses from those earthquakes were obtained. The forces generated using the analytical method, which some of them verified with existing study results, were compared with the values from the code and a factor denoted as seismic force modification factor, W, was proposed. A parametric study has been carried out to study the effect of dominent parameters such as the arrangement of partitions, partition to structure height ratio, and length to height ratio of partitions on the W values. For the majority of the models, the W values are larger for partitions located further with respect to the center of floor. Moreover the modification factor could be as large as 1.85 for the partitions located in the middle floors.
https://scientiairanica.sharif.edu/article_20201_3b1607f807772b33f4a093e3bf396be9.pdf
2019-12-01
3097
3108
10.24200/sci.2018.20201
partition arrangement
out-of-plane
low-rise structures
modification factor
nonlinear seismic response history
A.R.
Kazerounian
1
Department of Civil Engineering, Sharif University of Technology, Kish Island, Iran.
LEAD_AUTHOR
M.T.
Kazemi
2
Department of Civil Engineering, Sharif University of Technology, Tehran, Iran.
AUTHOR
References:
1
1. Marsantyo, R., Shimazu, T., and Araki, H. "Dynamic response of nonstructural systems mounted on floors of buildings", 12th World Conference on Earthquake Engineering, Auckland, New Zealand (2000).
2
2. Lepage, A., Shoemaker, J.M., and Memari, A.M. "Accelerations of nonstructural components during nonlinear seismic response of multistory structures", Journal of Architectural Engineering, ASCE, 18, pp. 285-297 (2012).
3
3. Sankaranarayanan, R. and Medina, R.A. "Acceleration response modification factors for nonstructural components attached to inelastic moment-resisting frame structures", Earthquake Engineering and Structural Dynamics, 36, pp. 2189-2210 (2007).
4
4. Sankaranarayanan, R. "Seismic response of acceleration-sensitive nonstructural components mounted on moment-resisting frame structures", Ph.D. Dissertation, Maryland University, College Park (2007).
5
5. Aldeka, A., Chan, A.H.C., and Dirar, S. "Effects of torsion on the behavior of non-structural components mounted on irregular reinforced concrete multi-story buildings", 4th ECCOMAS Thematic Conference on Computational Methods in Structural Dynamics and Earthquake Engineering, Kos Island, Greece (2013).
6
6. Aldeka, A.B., Chan, A.H.C., and Dirar, S. "Response of non-structural components mounted on irregular RC buildings: comparison between FE and EC8 predictions", International Journal of Earthquakes and Structures, 6(4), pp. 351-373 (2014).
7
7. Aldeka, A., Dirar, S., Chan, A.H.C., and Martinez- Vazquez, P. "Seismic response of non-structural components attached to reinforced concrete structures with different eccentricity ratios", International Journal of Earthquakes and Structures, 8(5), pp. 1069-1089 (2015).
8
8. Govalkar, V., Salunke, P.J., and Gore, N.G. "Analysis of bare frame and infilled frame with different position of shear wall", International Journal of Recent Technology and Engineering, 3(3), pp. 67-72 (2014).
9
9. Mahmud, K., Islam, M.R., and Al-Amin, M. "Study the reinforced concrete frame with brick masonry infill due to lateral loads", International Journal of Civil and Environmental Engineering, 10(4), pp. 35- 40 (2010).
10
10. Shaharban, P.S. and Manju, P.M. "Behavior of reinforced concrete frame with in-fill walls under seismic loads using etabs", International Journal of Civil Engineering and Technology, 5(12), pp. 181-187 (2014).
11
11. Niruba, S., Boobalakrishnan, K.V., and Gopalakrishnan, K.M. "Analysis of masonry infill in a multistoried building", International Refereed Journal of Engineering and Science, 3(3), pp. 26-31 (2014).
12
12. Agrawal, N., Kulkarni, P.B., and Raut, P. "Analysis of masonry infilled RC frame with and without opening including soft story by using equivalent diagonal strut method", International Journal of Scientific and Research Publications, 3(9), pp. 1-8 (2013).
13
13. Tekeli, H. and Aydin, A. "An experimental study on the seismic behavior of infilled RC frames with opening", Scientia Iranica, 24(5), pp. 2271-2282 (2017).
14
14. Razzaghi, M.S. and Javidnia, M. "Evaluation of the effect of infill walls on seismic performance of RC dual frames", Int. J. Adv. Struct. Eng., 7, pp. 49-54 (2015).
15
15. Mohammadi, Gh.M. and Yasrebi, F. "Out of plane behavior of walls using rigid block concepts", International Journal of Structural Engineering and Mechanics, 34(3), pp. 335-350 (2010).
16
16. Preti, M., Migliorati, L., and Giuriani, E. "Experimental testing of engineered masonry infill walls for postearthquake structural damage control", Bull. Earthquake Eng., 13, pp. 2029-2049 (2015).
17
17. ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers, Reston, VA, USA (2010).
18
18. Building & Housing Research Center, Iranian Code of Practice for Seismic Resistant Design of Buildings, Standard No. 2800-14, 4th Edn., BHRC publication, Tehran, Iran (2014).
19
19. ACI 318M-99, Building Code Requirements for Structural Concrete, American Concrete Institute, USA (1999).
20
20. Kadysiewski, S. and Mosalam, K.M. "Modelling of unreinforced masonry infill walls considering in-plane and out of plane interaction", Pacific Earthquake Engineering Research Center, Report No. 2008/102, College of Engineering, University of California, Berkeley, California, U.S. (2009).
21
21. Nwofor, T.C. "Modified stiffness matrix method for macro-modelling of infilled reinforced concrete frames", International Journal of Civil and Environmental Engineering, 12(2), pp. 53-73 (2012).
22
22. FEMA-356, Prestandard and Commentary for the Seismic Rehabilitation of Buildings, Building Seismic Safety Council, Washington D.C., USA (2000).
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23. Sabu, D.J. and Pajgade, P.S. "Seismic evaluation of existing reinforced concrete building", International Journal of Scientific and Engineering Research, 3(6), pp. 1-8 (2012).
24
24. Kakaletsis, D. "Analytical modelling of masonry infills with openings", International Journal of Structural Engineering and Mechanics, 31(4) (2009).
25
25. Mohebbi, M. and Joghataei, A. "Optimal TMDs for improving the seismic performance of historical buildings", International Journal of Science and Technology, Scientia Iranica, 23(1), pp. 79-90 (2016).
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26. Eshghi, S. and Sarrafi, B. "Effect of openings on lateral stiffness and strength of confined masonry walls", International Journal of Science and Technology, Scientia Iranica, 21(3), pp. 457-468 (2014).
27
27. Furtado, A., Rodrigues, H., and Arede, A. "Modelling of masonry infill walls participation in the seismic behavior of RC buildings using OpenSees", Int. J. Adv. Struct. Eng., 7, pp. 117-127 (2015).
28
28. Mazzoni, S., McKenna, F., Scott, M.H., Fenves, G.L., et al., Open System for Earthquake Engineering Simulation, OpenSees Command Language Manual (2006).
29
29. Mander, J., Priestley, M., and Park, R. "Theoretical stress-strain model for confined concrete", Journal of Structural Engineering, ASCE, 114(8), pp. 1804-1826 (1988).
30
30. Menegotto, M. and Pinto, P.E. "Method of analysis for cyclically loaded RC plane frame including changes in geometry", IABSE, Preliminary Report No.13, pp. 15-22 (1973).
31
31. Villaverde, R. "Approximate procedure for the seismic nonlinear analysis of nonstructural components in buildings", J. JSEE., 7(1), pp. 9-24 (2005).
32
ORIGINAL_ARTICLE
Centrifuge modelling of monopiles subjected to lateral loading
Monopiles are the most common foundation type used for fixed-bottom substructures in offshore wind installations. In an offshore environment, the predominant load is cyclic, which affects the stiffness and deformation properties of foundation systems, especially monopiles. To investigate the effect of cyclic loading on a short (rigid) steel monopile, a set of displacement-controlled ηg laboratory tests were designed. This paper presents the procedure and results of eight centrifuge tests investigating monopile behaviour when subjected to lateral monotonic and cyclic loading. The general trend of monotonic response is in good agreement with the results of similar experimental studies, however, much softer behaviour was observed compared to the equivalent Winkler model on API p-y curves. The cyclic tests focused on the stiffness and deformation properties of a soil-pile system under fatigue loading. Increases, decreases or no changes in secant stiffness were observed depending on the regime of the applied cyclic displacements which are in contradiction to current design methodology where only cyclic degradation is assumed. Influence of load cycling on cyclic bending moments along the pile shaft was discussed and found to be of minor significance
https://scientiairanica.sharif.edu/article_20222_8afc3dc690c5227863a72e6ddae9cdfd.pdf
2019-12-01
3109
3124
10.24200/sci.2018.20222
Monopile
lateral loading
short pile
centrifuge modelling
p-y curve
secant stiffness
S.
Darvishi Alamouti
1
School of Civil Engineering, College of Engineering, University of Tehran, Tehran, Iran
AUTHOR
M.
Moradi
mmoradi@ut.ac.ir
2
School of Civil Engineering, College of Engineering, University of Tehran, Tehran, Iran
LEAD_AUTHOR
M.R.
Bahaari
mbahari@ut.ac.ir
3
School of Civil Engineering, College of Engineering, University of Tehran, Tehran, Iran
AUTHOR
References:
1
1. Leblanc, C., Houlsby, G.T., and Byrne, B.W. "Response of stiff piles in sand to long-term cyclic lateral loading", Geotechnique, 60(2), pp. 79-90 (2010).
2
2. Achmus, M., Abdel-Rahman, K., and Kuo, Y.S. "Behaviour of large diameter monopiles under cyclic horizontal loading", 12th International Colloquium on Structural and Geotechnical Engineering (ICSGE) Cairo, Egypt, GTE039 (2007).
3
3. Reese, L. and Matlock, H. "Non-dimensional solutions for laterally loaded piles with soil modulus assumed proportional to depth", In Proceedings of the 8th Texas Conference on Soil Mechanics and Foundation Engineering, Austin, TX, pp. 1-23 (1956).
4
4. McClelland, B. and Focht, J.J.A. "Soil modulus for laterally loaded piles", Journal of the Soil Mechanics and Foundations Division, ASCE, 82(4), pp. 1-22 (1956).
5
5. Reese, L.C., Cox, W.R., and Koop, F.D. "Analysis of laterally loaded piles in sand", In 6th Annual Off-shore Technology Conference: Conference Proceedings, Houston, Tex, pp. 437-483 (1974).
6
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41
ORIGINAL_ARTICLE
An effective approach to structural damage localization in flexural members based on generalized S-transform
This paper presents a method for structural damage localization based on signal processing using generalized S-transform (SGS). The S-transform is the combinations of the properties of the short-time Fourier transform (STFT) and wavelet transform (WT) that has been developed over the last few years in an attempt to overcome inherent limitations of the wavelet and short time Fourier transform in Time-Frequency representation of non-stationary signals. The generalized type of this transform is the SGS-transform that has adjustable Gaussian window width in the time-frequency representation of signals. In this research, the SGS-transform has been employed due to its favorable performance in detection of the structural damages. The performance of the proposed method has been verified by means of three numerical examples and also the experimental data obtained from the vibration test of 8-DOFs mass–stiffness system. By way of the comparison between damage location obtained from the proposed method and simulation model, it was concluded that the method is sensitive to the damage existence and clearly demonstrates the damage location.
https://scientiairanica.sharif.edu/article_20019_f0e3edc3d677e11325375facc988a486.pdf
2019-12-01
3125
3139
10.24200/sci.2017.20019
Damage localization
signal processing
Generalized S-transform
Time-frequency representation
Non-stationary signals
H.
Amini Tehrani
1
Department of Civil Engineering, Sharif University of Technology, Tehran, P.O. Box 11155-9313 Tehran, Iran
AUTHOR
A.
Bakhshi
bakhshi@sharif.edu
2
Department of Civil Engineering, Sharif University of Technology, Tehran, P.O. Box 11155-9313 Tehran, Iran
LEAD_AUTHOR
M.
Akhavat
3
School of Civil Engineering, Iran University of Science & Technology, Tehran, Iran
AUTHOR
References:
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31
ORIGINAL_ARTICLE
Predicting the effective stress parameter of unsaturated soils using adaptive neuro-fuzzy inference system
The effective stress parameter (χ) is applied to obtain the shear strength of unsaturated soils. In this study, two adaptive neuro-fuzzy inference system (ANFIS) models, including SC-FIS model (created by subtractive clustering) and FCM-FIS model (created by Fuzzy c-means (FCM) clustering), are presented for prediction of χ and the results are compared. The soil water characteristic curve fitting parameter (λ), the confining pressure, the suction and the volumetric water content in dimensionless forms are used as input parameters for these two models. Using a trial and error process, a series of analyses were performed to determine the optimum methods. The ANFIS models are constructed, trained and validated to predict the value of χ. The quality of the ANFIS prediction ability was quantified in terms of the determination coefficient (R2), Root Mean Square Error (RMSE) and Mean Absolute Error (MAE). These two ANFIS models are effectively able to predict the value of χ with reasonable values of R2, RMSE and MAE. Sensitivity analysis was used to acquire the effect of input parameters on χ prediction, and the results revealed that the confining pressure and the volumetric water content parameters had the most influence on the prediction of χ.
https://scientiairanica.sharif.edu/article_20200_d2eca073ad5572c23fd3ed990aa944e0.pdf
2019-12-01
3140
3158
10.24200/sci.2018.20200
Unsaturated soils
Effective stress parameter
ANFIA
Fuzzy clustering
Subtractive clustering
FCM clustering
H.
Rahnema
rahnema@sutech.ac.ir
1
Department of Civil and Environmental Engineering, Shiraz University of Technology, Shiraz, Iran
LEAD_AUTHOR
M.
Hashemi Jokar
2
Department of Civil and Environmental Engineering, Shiraz University of Technology, Shiraz, Iran
AUTHOR
H.
Khabbaz
khabbaz@uow.edu.au
3
School of Civil and Environmental Engineering, University of Technology, Sydney (UTS)
AUTHOR
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57. Smith, G.N., Probability and Statistics in Civil Engineering: An Introduction, Collins London (1986).
58
58. Jang, J.S.R. and Gulley, N. "Fuzzy logic toolbox user's guide", The Mathworks Inc, Natick (2000).
59
ORIGINAL_ARTICLE
Mechanical and durability characteristics of marble-powder-based high-strength concrete
Concrete is a construction material consisting of cementitious material, fine aggregate, coarse aggregate and water. Now-a-days, the cost of these materials is increasing. We need to look at a way to reduce the cost of building materials especially cement. One of the recent advancement in construction industry is the replacement of cement with waste materials in concrete. This replacement offers cost reduction, energy savings and protection of environment. To achieve the above objective, an attempt has been made to replace cement with waste marble powder (WMP) produced from marble industries. The present investigation aims to study the mechanical and durability properties of high strength concrete (HSC) with cement partially replaced by waste marble powder. Cement has been replaced with marble powder at 0%, 5%, 10%, 15% and 20% in this study. The properties of concrete such as compressive strength, modulus of elasticity and flexural strength were determined. The durability characteristics such as water absorption, acid resistance and rapid chloride permeability were also determined.
https://scientiairanica.sharif.edu/article_21138_bd437048bdcc3d3f43575c3ce164a6b7.pdf
2019-12-01
3159
3164
10.24200/sci.2018.4953.1005
Marble powder
Durability
High strength concrete
Waste material
P.N.
Raghunath
pnr_ks@yahoo.com
1
Department of Civil and Structural Engineering, Annamalai University, India
AUTHOR
K.
Suguna
sugunaraghunath@gmail.com
2
Department of Civil and Structural Engineering, Annamalai University, India.
AUTHOR
J.
Karthick
karthickjaisankar16@gmail.com
3
Department of Civil and Structural Engineering, Annamalai University, India.
LEAD_AUTHOR
B.
Sarathkumar
bsarathkumar5694@gmail.com
4
Department of Civil and Structural Engineering, Annamalai University, India.
AUTHOR
References:
1
1. Alyamac, K.E. and Ince, R. "A preliminary concrete mix design for SCC with marble powders", Construction and Building Materials, 23(3), pp. 1201-1210 (2009).
2
2. Gesoglu, M., Guneyisi, E., Mustafa Kocabag, E., Bayram, V., and Mermerdas, K. "Fresh and hardened characteristics of self-compacting concretes made with combined use of marble powder, limestone filler, and y ash", Construction and Building Materials, 37(1), pp. 160-170 (2012).
3
3. Siva, K. and Mallika, C. "A study on waste utilization of marble dust in high strength concrete mix", International Journal of Civil Engineering and Technology, 6(12), pp. 01-07 (2015).
4
4. Celik, M.Y. and Sabah, E. "Marble deposits and the impact of marble waste on environmental pollution geological and technical characterization of iscehisar (Afyon-Turkey)", Journal of Environmental Management, 87(1), pp. 106-16 (2008).
5
5. Latha, G., Suchith Reddy, A., and Mounika, K. "Experimental investigation on strength characteristics of concrete using waste marble powder as cementitious material", International Journal of Innovative Research in Science, Engineering and Technology, 4(12), pp. 12691-12698 (2015).
6
6. Nitisha, S. and Kumar, R. "Review on use of waste marble powder as partial replacement in concrete mix", International Journal of Engineering Research & Technology, 4(5), pp. 501-504 (2015).
7
7. Shirule, P.A., Rahman, A., and Gupta, R.D. "Partial replacement of cement with marble dust powder", International Journal of Advanced Engineering Research and Studies, 1(3), pp. 175-177 (2009).
8
8. IS: 456-2000 "Indian standard plain & reinforced concrete", Bureau of Indian Standards, New Delhi, India (2000).
9
9. IS: 12269-2013 "Specification of ordinary Portland cement 53 grade", Bureau of Indian Standards, New Delhi, India (2013).
10
10. IS: 2386-1963 "Methods of test for aggregates for concrete, Part 3: Specific gravity, density, voids, absorption and bulking", Bureau of Indian Standards, New Delhi, India (1963).
11
11. IS: 10262-2009 "Concrete mix proportioning - guidelines", Bureau of Indian Standards, New Delhi, India (2009).
12
12. Aliabdo, A.A., Abd Elmoaty, A.E.M., and Auda, E.M. "Re-use of waste marble dust in the production of cement and concrete", Construction and Building Materials, 50(1), pp. 28-41 (2014).
13
13. ASTM-C 1202-97 "Standard test method for electrical indication of concrete's ability to resist chloride ion penetration", American Concrete Institute.
14
14. ASTM-C 1585-04 "Standard test method for measurement of rate of absorption of water by hydraulic cement concrete", American Concrete Institute.
15
ORIGINAL_ARTICLE
A procedure for setting up a 180-degree sharp bend flume including construction and examinations with hydraulic structures
A laboratory flume in the hydraulics laboratory is necessary in order to investigate and model different hydraulic and hydrodynamic phenomena which govern the river. Hence, this article provides a description on construction and setting up a 180 degree flume, as the first 180 degree sharp bend flume containing multiple lateral intakes, in the Hydraulic Laboratory of Persian Gulf University, Iran. Also, employing the constructed flume, it includes a number of case studies which have been conducted on flow pattern. Such experiments utilized a Vectrino velocimeter in order to obtain the 3D flow velocity. As the primary stage, an experiment was conducted without any hydraulic structures installed at the bend so that flow characteristics could be analyzed in a 180 degree sharp bend. An increase was revealed in the secondary flow strength and velocity as a result of an increase in the flow depth. Therefore, it can result in an attack towards the outer wall. Consequently, a T-shaped spur dike was installed at the apex of the bend in order to provide protection for the outer wall against streams of high velocity, and a study of the flow pattern around the protective structure was conducted under clear water conditions.
https://scientiairanica.sharif.edu/article_20157_6b9fb6b89ab13669f4d9f73574ad5158.pdf
2019-12-01
3165
3180
10.24200/sci.2018.5033.1054
Multipurpose flume
Sharp Bend
Lateral intake
Acoustic Doppler Velocimeter
Spur dike
Open channel
Secondary flow strength
M.
Vaghefi
vaghefi@pgu.ac.ir
1
Department of Civil Engineering, Persian Gulf University, Shahid Mahini Street, Bushehr, P.O. Box: 75169-13817, Iran
LEAD_AUTHOR
M.
Akbari
m.akbari@pgu.ac.ir
2
Department of Civil Engineering, Persian Gulf University, Shahid Mahini Street, Bushehr, P.O. Box: 75169-13817, Iran
AUTHOR
References:
1
1. Chanson, H. The Hydraulics of Open Channel Flow, Arnold, London, England (1999).
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2. Fiorot, G.H., Maciel, G.F., Cunha, E.F., and Kitano, C. "Experimental setup for measuring roll waves on laminar open channel
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ows", Flow Measurement and Instrumentation, 41, pp. 149-157 (2015).
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3. Peakall, J., Ashworth, P., and Best, J. "Physical modelling in fluvial geomorphology: principles, applications and unresolved issues", In The Scientific Nature of Geomorphology, B.L. Rhoads, C.E. Thorn (Eds.) Wiley, New York, USA (1996).
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5. Armfield Inc. "Applied hydraulic and hydrology: Laboratory flumes and channels for hydraulic teaching and research", Engineering Teaching & Research Equipment, Armfield Ringwood, England (2004).
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7. Wahl, T.L. and Lentz, D.J. "Physical hydraulic modeling of canal breaches", Report, U.S. Department of the Interior Bureau of Reclamation Technical Service Center Hydraulic Investigations and Laboratory Services Group Denver, Colorado, USA (2011).
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8. Abdolahpour, M., Yasi, M., Behmanesh, J., and Vaghefi, M. "Construction of a concrete bend channel as a hydraulic model", Advances in Natural and Applied Sciences, 5(1), pp. 34-40 (2011).
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9. Calvo Gobbetti, L.E. "Design of the filling and emptying system of the new Panama Canal locks", Journal of Applied Water Engineering and Research, 1(1), pp. 28-38 (2013).
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10. Visscher, J., Andersson, H.I., Barri, M., Didelle, H., Viboud, S., Sous, D., and Sommeria, J. "A new setup for PIV measurements in rotating turbulent duct flows", Flow Measurement and Instrumentation, 22, pp. 71-80 (2011).
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11. Vatankhah, A.R. and Mahdavi, A. "Simplified procedure for design of long-throated flumes and weirs", Flow Measurement and Instrumentation, 26, pp. 79-84 (2012).
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12. Ghodsian, M. and Vaghefi, M. "Experimental study on scour and flow field in a scour hole around a T-shaped spur dike in a 90 degree bend", International Journal of Sediment Research, 24(2), pp. 145-158 (2009).
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13. Fazli, M., Ghodsian, M., and Saleh Neyshabouri, S.A.A. "Scour and flow field around a spur dike in a 90 degree bend", International Journal of Sediment Research, 32(1), pp. 56-68 (2008).
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14. Safarzadeh, A., Salehi Neyshabouri, S.A.A., Ghodsian, M., and Zarrati, A.R. "Experimental study of head shape effects on shear stress distribution around a single groyne", Proceedings of 5th International Conference on Fluvial Hydraulics (River Flow), Braunschweig, Germany, pp. 1-10 (2010).
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15. Vaghefi, M., Ghodsian, M., and Salehi Neyshabori, S.A.A. "Experimental study on the effect of a TShaped spur dike length on scour in a 90 degree channel bend", Arabian Journal of Science and Engineering, 34(2), pp. 337-348 (2009).
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16. Ghodsian, M., Vaghefi, M., and Salehi Neyshabouri, S.A.A. "Experimental study on scour around a Tshaped spur dike in a channel bend", Journal of Hydraulic Engineering, 138(5), pp. 471-474 (2012).
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18. Dehghani, A.A., Azamathulla, H.M., Hashemi Najafi, S.A., and Ayyoubzadeh, S.A. "Local scouring around L-head groynes", Journal of Hydrology, 504, pp. 125- 131 (2013).
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28. Barbhuiya, A.K. and Talukdar, S. "Scour and three dimensional turbulent flow fields measured by ADV at a 90 horizontal forced bend in a rectangular channel", Flow Measurement and Instrumentation, 21, pp. 312- 321 (2010).
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39. Vaghefi, M., Akbari, M., and Fiouz, A.R. "An experimental study of mean and turbulent flow in a 180 degree sharp open channel bend: Secondary flow and bed shear stress", KSCE Journal of Civil Engineering, 20(4), pp. 1582-1593 (2016).
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45
ORIGINAL_ARTICLE
A new method for eliminating membrane compliance in cyclic triaxial tests on gravelly soils
A new computer controlled flow pump is developed to continuously mitigate the adverse effects of membrane compliance in conjunction with implementation of image processing for volume change measurement. The flow pump eliminates the membrane compliance by injecting or pumping out the required volume of water into or from the gravelly specimens to compensate for the erroneous volume change associated with the membrane compliance during undrained cyclic triaxial tests. This error is compounded in gravelly soils due to the large size of the grains and voids. In order to measure the volume of the specimen during the isotropic consolidation stage and calibrate the flow pump for cyclic loading, an image processing technique was used for measuring the volume change during the isotropic consolidation stage of loading while calculating membrane compliance associated with the amount of input water from the flow pump into the specimen. The results of image processing show that the increase in density of the specimens leads to an increase in the ratio of volumetric skeletal strains to axial strains and a decrease in the normalized membrane penetration. The study yields promising results for minimizing the errors associated with membrane compliance during undrained cyclic loading on gravels.
https://scientiairanica.sharif.edu/article_20159_4ff010f9ba08c78228c3868e7bdae2f4.pdf
2019-12-01
3181
3195
10.24200/sci.2018.5076.1082
Gravelly soil
Cyclic Triaxial Test
Membrane Compliance
Image processing
Liquefaction Resistance
S.M.
Haeri
smhaeri@sharif.ir
1
Department of Civil Engineering, Sharif University of Technology, Tehran, Iran
AUTHOR
S.A.
Shahcheraghi
shahcheraghy@gmail.com
2
Department of Civil Engineering, Sharif University of Technology, Tehran, Iran
LEAD_AUTHOR
H.
Sadeghi
hamed_sadeghi@mehr.sharif.ir
3
Department of Civil Engineering, Sharif University of Technology, Tehran, Iran
AUTHOR
References:
1
1. Tokimatsu, K. and Nakamura, K. "A liquefaction test without membrane penetration effects", Soils Found., 26(4), pp. 127-138 (1986).
2
2. Evans, M.D. and Seed, H.B. "Undrained cyclic triaxial testing of gravels-the effect of membrane compliance", Report No. UCB/EERC-87/08, University of California, Berkeley, Earthq. Eng. Res. Cent. (1987).
3
3. Nicholson, P.G., Seed, R.B., and Anwar, H.A. "Elimination of membrane compliance in undrained triaxial testing I: measurement and evaluation", Can. Geotech. J., 30, pp. 727-738 (1993).
4
4. Haeri, S.M. and Shakeri, M.R. "Effect of membrane compliance on cyclic resistance of gravelly sand", Geotech. Test. J., 33(5), pp. 1-10 (2010).
5
5. Harder, L.F. and Seed H.B. "Determination of penetration resistance for coarse-grained soils using the Becker hammer drill", Report No. UCB/EERC-86/06, University of California, Berkeley, Earthq. Eng. Res. Cent. (1986).
6
6. Yegian, M.K., Ghahraman, V.G., and Harutiunyan, R.N. "Liquefaction and embankment failure case histories, 1988 Armenia Earthquake", J. Geotech. Eng., ASCE, 120(3), pp. 581-596 (1994).
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7. Sirovich, L. "Repetitive liquefaction at a gravelly site and liquefaction in overconsolidated sands", Soils Found., 36(4), pp. 23-34 (1996).
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8. Hatanaka, M., Uchida, A., and Ohara, J. "Liquefaction characteristics of a gravelly fill liquefied during the 1995 Hyogo-Ken Nanbu earthquake", Soils Found., 37(4), pp. 107-115 (1997).
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9. Cao, Z., Youd, T.L., and Yuan X. "Gravelly soils that liquefied during 2008 Wenchuan, China earthquake, Ms=8.0", Soil Dyn. Earthq. Eng., 31, pp. 1132-1143 (2011).
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10. Evans, M.D. "Density changes during undrained loading-membrane compliance", J. Geotech. Eng., ASCE, 118(12), pp. 1924-1936 (1992).
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11. Raju, V.S. and Sadasivan, S.K. "Membrane penetration in triaxial tests on sands", J. Soil Mech. Found. Div., 100, pp. 482-489 (1974).
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12. Ismail, M.A. and Randolph, M.F. "Pseudo anisotropy induced by membrane compliance in cemented granular soils", Soils Found., 45(3), pp. 39-49 (2005).
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13. Nicholson, P.G., Seed, R.B., and Anwar, H.A. "Elimination of membrane compliance in undrained triaxial testing II: mitigation by injection compensation", Can. Geotech. J., 30, pp. 739-746 (1993).
14
14. Yamashita, S., Toki, S., and Suzuke, T. "Effects of membrane penetration on modulus and Poissons ratio for undrained cyclic triaxial condition", Soils Found., 36(4), pp. 127-133 (1996).
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15. Newland, P.L. and Alley, B.H. "Volume change during drained triaxial testes on granular materials", Geotechnique, 7(1), pp. 17-34 (1957).
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16. El-shoby, M.A. and Andrawes, K.Z. "Deformation characteristics of granular materials under hydrostatic compression", Can. Geotech. J., 9, pp. 338-350 (1972).
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17. Vaid, Y.P. and Negussey, D. "A critical assessment of membrane penetration in the triaxial test", Geotech. Test. J., 7, pp. 70-76 (1984).
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18. Roscoe, K.H., Schofield, A.N., and Thurairajah, A. "An evaluation of test data for selecting a yield criterion for soils", Lab. Shear Test. Soils, Spec. Tech. Pub., 361, Philadelphia, pp. 111-128 (1963).
19
19. Verdugo, R. "Characterization of sandy soil behavior under large deformation", PhD Thesis, University of Tokyo (1992).
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20. Seed, R.B., Anwar, H.A., and Nicholson, P.G. "Evaluation and mitigation of membrane compliance effects in undrained testing of saturated soils", Report No. SU/GT/89-01 Stanford University, Geotech. Research (1989).
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21. Macari, E.J., Parker, J.K., and Costes, N.C. "Measurement of volume changes in triaxial tests using digital imaging techniques", Geotech. Test. J., 2(1), pp. 103- 109 (1997).
22
22. Wong, R.T., Seed, H.B., and Chan, C.K. "Cyclic loading liquefaction of gravelly soils", J. Geotech. Eng., ASCE, 101(6), pp. 571-583 (1975).
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23. Martin, G.R., Finn, W.D.L., and Seed, H.B. "Effects of system compliance on liquefaction tests", J. Geotech. Eng. Div., ASCE, 104(GT 4), pp. 463-479 (1978).
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24. Tokimatsu, K. and Nakamura, K. "A simplified correction for membrane compliance in liquefaction tests", Soils Found., 27(4), pp. 111-122 (1987).
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25. Ansal, A.M. and Erken, A. "Posttesting correction procedure for membrane compliance effects on pore pressure", J. Geotech. Eng., 122(1), pp. 27-38 (1996).
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26. Chan, C.K. "Membrane for rockfill triaxial testing", Technical Note, J. Soil Mech. Found. Div., ASCE, 98(SM8), pp. 849-854 (1972).
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27. Lade, P.V. and Hernandez, S.B. "Membrane penetration effects in undrained tests", J. Geotech. Eng., ASCE, 103(2), pp. 109-125 (1977).
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28. Raju, V.S. and Venkataramana, K. "Undrained triaxial tests to assess liquefaction potential of sands: effect of membrane penetration", Proc. Int. Symp. Soils Under Cyclic and Transient Load., 2 (1980).
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29. Kiekbusch, M. and Schuppener, B. "Membrane penetration and its effect on pore water pressures," J. Geotech. Geoenviron. Eng., 103(11), pp. 1267-1279 (1977).
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31. Rashidian, M., Ishihara, K., Kokusho, T., Kanatani, M., and Okamoto, T. "Undrained shearing behavior of very loose gravelly soils", Geotech. Spec. Pub., 56, pp. 77-91 (1995).
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32. Haeri, S.M., Raeesi, R., and Shahcheraghi, S.A. "Elimination of membrane compliance using fine sandy coating on gravelly soil specimens", 5th Int. Conf. Geotech. Eng. Soil Mech., Tehran, Iran (2016).
33
33. Ramana, K.V. and Raju, V.S. "Constant-volume triaxial tests to study the effects of membrane penetration", Geotech. Test. J., 4(3), pp. 117-122 (1981).
34
34. Evans, M.D. and Zhou S. "Liquefaction behavior of sand-gravel composites", J. Geotech. Eng., ASCE, 121(3), pp. 287-298 (1995).
35
35. Sivathayalan, S. and Vaid, Y.P. "Truly undrained response of granular soils with no membrane-penetration effects", Can. Geotech. J., 35(5), pp. 730-739 (1998).
36
36. Ladd, R.S. "Preparing of test specimens using undercompaction", Geotech. Test. J., GTJODJ, 1(1), pp. 16-23 (1978).
37
37. Parker, J.K. "Image processing and analysis for the mechanics of granular materials experiment", ASME Proc. 19th SE Symp. Syst. Theory, Nashville, TN, March 2, ASME, Ney York (1987).
38
38. Ramana, K.V. and Raju, V.S. "Membrane penetration in triaxial tests", J. Geotech. Eng., ASCE, 108, pp. 305-310 (1982).
39
39. Baldi, G. and Nova, R. "Membrane penetration effects in triaxial testing", J. Geotech. Eng., ASCE, 110(3), pp. 403-420 (1984).
40
40. Frydman, S., Zeitlen, J.G., and Alpan, I. "The membrane effect in triaxial testing of granular soils", J. Test. Eval., 1(1), pp. 37-41 (1973).
41
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42
42. Baziar, M.H., Shahnazari, H., and Sharafi, H. "A laboratory study on the pore pressure generation model for Firouzkooh silty sands using hollow torsional test", Int. J. Civ. Eng., 9(2), pp. 126-134 (2011).
43
43. Seed, H.B., Martin, P.P., and Lysmer, J. "The generation and dissipation of pore water pressures during soil liquefaction", Report No. EERC 75-26, Univ. of California, Berkeley, Calif (1975).
44
44. Booker, J.R., Rahman, M.S., and Seed, H.B. "GADFLEAA computer program for the analysis of pore pressure generation and dissipation during cyclic or earthquake loading", Report No. EERC76-24, University of California, Berkeley, Earthq. Eng. Res. Cent. (1976).
45
45. Lee, K.L. and Albaisa, A. "Earthquake induced settlements in saturated sands", J. Geotech. Eng. Div Division, ASCE, 100(GT 4), pp. 387-406 (1974).
46
46. Steinbach, J. "Volume changes due to membrane penetration in triaxial tests on granular materials", M.Sc. Thesis, Cornell University, Ithaca, N.Y. (1967).
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47. Siddiqi, F.H., Seed, R.B., Chan, K.C., Seed, H.B., and Pyke, R.M. "'Strength evaluation of coarsegrained soils", Earthquake Engineering Research Center, Berkeley, California, Report No. UCBIEERC- 87/22 (1987).
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48. Banerjee, N.G., Seed, H.B., and Chan, C.K. "Cyclic behavior of dense coarse-grained materials in relation to the seismic stability of dams", University of California, Berkeley, Earthquake Engineering Research Center, Report UBCJEERC-79/13 (1979).
49
ORIGINAL_ARTICLE
Effect of cement grain size on the geotechnical properties of stabilized clay
In this study, some geotechnical properties of microfine and ordinary Portland cements stabilized high plasticity clayey soil (HPCS) were investigated. The results showed that liquid limit, permeability, swelling potential and compressibility of HPCS were reduced and HPCS’s plastic limit and unconfined compressive strength (UCS) was increased by both microfine Portland cement (MPC) and ordinary Portland cement (OPC) stabilizations. Besides, liquid limit, permeability, swelling potential and compressibility of HPCS were further reduced by MPC. Although dry UCS of MPC stabilized HPCS was almost the same as the dry UCS of OPC stabilized HPCS, the plastic limit and wet cured UCS of MPC stabilized HPCS was higher than that of wet cured UCS of OPC stabilized HPCS. In general, as the size of cement particles became finer, the stabilization of HPCS became more effective.
https://scientiairanica.sharif.edu/article_20042_70fc081a98a463915cfcbaaf821d0aa6.pdf
2019-12-01
3196
3206
10.24200/sci.2018.5237.1158
Clay stabilization
Cement type
Strength
Permeability
Compressibility, Swelling
M.
Mollamahmutoglu
passino@mynet.com
1
Department of Civil Engineering, Gazi University, Yukselis Street. No: 5 Maltepe Ankara, Turkey
AUTHOR
E.
Avci
eyubhanavci@gmail.com
2
Department of Civil Engineering, Bursa Technical University, 152 Evler Street No: 2/10, Yildrim-Bursa, Turkey
LEAD_AUTHOR
References:
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49
ORIGINAL_ARTICLE
Investigation of moisture susceptibility of SBS modified asphalt containing alumina trihydrate by static contact angle measurements
Although several studies have been carried to discover the asphalt mixture performance when Alumina Trihydrate (ATH) as a flame retardant was added into, the moisture susceptibility of asphalt mixture containing ATH is still not fully clear. In this study, the moisture susceptibility of binders containing ATH were assessed through the surface free energy (SFE) obtained by the sessile drop method. A commonly used SBS modified asphalt with different dosages (0%, 6%, 8%, 10%, 12%, and 14%) of ATH were prepared to determine the physical properties, flame retardancy and SFE parameters. Experimental results indicated that the addition of ATH increased the viscosity, softening point, G*/sinδ and limiting oxygen index, but decreased the penetration and ductility. What's more, increases in total SFE, cohesive energy and work of adhesion were observed with the addition of ATH. Conversely, the work of debonding, wettability and energy ratio decrease due to the addition of ATH. It is concluded that the ATH has a significant negative effect on the moisture-induced damage potential of asphalt mixture from the view of micromechanisms. The recommended percentage of ATH was 6-8% in consideration of physical properties, flame retardation and moisture susceptibility
https://scientiairanica.sharif.edu/article_20171_4d4a1f3409a9ffeab0630db58d78c99b.pdf
2019-12-01
3207
3218
10.24200/sci.2018.5286.1185
Asphalt binder
flame retardant
Contact angle
surface free energy
moisture susceptibility
Sh.
Liu
lsjwork@126.com
1
College of Civil and Transportation Engineering, Hohai University, Nanjing, Jiangsu, 210098, China
LEAD_AUTHOR
Sh.
Zhou
zhoushengbo2005@163.com
2
Guangxi Transportation Research Institute, Nanning, No. 6, Gaoxin Road, Nanning, Guangxi, 530007, China
AUTHOR
Y.
Xu
xys0613@126.com
3
Zhejiang Scientific Research Institute of Transport, Gangyang road, 188, Linan, Hangzhou, Zhejiang, 310006, China
AUTHOR
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ORIGINAL_ARTICLE
Laboratory and numerical study of the behavior of circular footing resting on sandy soils contaminated with oil under cyclic loading
This research studies the behavior of circular foundations rested on the soils contaminated with gas oil and kerosene oil under cyclic loading. The final goal of this study was to determine the influence level of the foundation of the reservoirs rested on oil-contaminated sand due to their filling and discharging. The contaminated sand layers were mixed with different percentages of contamination from 2 to 6 of kerosene oil and gasoline. The effect of the contamination percentage, the value of the applied load, as well as the depth and type of contamination is investigated in this study. To validate the numerical studies performed by finite element software, small-scale laboratory tests is carried out. The results showed that the pollutants could affect the amount of final settlement and the number of loading cycles to reach this value. Increasing depth, the number of load cycles and the contamination content increased the final settlement and the number of loading cycles to reach that level increases. Numerical results showed a good compatibility in the load-settlement charts with the experimental results.
https://scientiairanica.sharif.edu/article_20206_cfa789faba5604d7e2488f8a0a4737be.pdf
2019-12-01
3219
3232
10.24200/sci.2018.5427.1267
Circular footing
oil contamination
Cyclic Loading
Permanent settlement
Laboratory study
Numerical analysis
A.
Hosseini
ali.drce@yahoo.com
1
Department of Civil Engineering, Estahban Branch, Islamic Azad University, Estahban, Iran
AUTHOR
A.
Hajiani Boushehrian
ahajiani@gmail.com
2
Department of Civil Engineering, Shiraz Branch, Islamic Azad University, Shiraz, Iran
LEAD_AUTHOR
References:
1
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2
2. Das, B.M., Yeo, B., Yen, S.C., Puri, V.K., and Wright, M.A.A. "Laboratory investigation into the settlement of a foundation on geogrid-reinforced sand due to cyclic load", Geotechnical and Geological Engineering, 11(1), pp. 1-14 (1993).
3
3. Das, B.M. and Shin, E.C. "Strip foundation on geogrid-reinforced clay behavior under cyclic loading", Geotextile and Geomembranes, 13(10), pp. 657-667 (1994).
4
4. Meegoda, N.J. and Ratnaweera, P. "Compressibility of contaminated fine grained soils", Geotechnical Testing Journal, 17(1), pp. 101-112 (1994).
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ORIGINAL_ARTICLE
Evaluation of shear strength parameters of granulated waste rubber using artificial neural networks and group method of data handling
Utilizing rubber shreds in civil engineering industry such as geotechnical structures can accelerate generated waste tire recycling process in an economical and environmentally friendly manner. However, understanding the rubber grains strength parameters is required for engineering designs and can be acquired through experimental tests. In this study, small and large direct shear test was implemented to specify shear strength parameters of five rubber grains group which are different in gradation and size. Moreover, artificial neural networks (ANN) are developed based on the test results and optimized networks which best captured the shear stress (τ), and vertical strain (εv) behavior of rubbers, are introduced. Additionally, a prediction model using the combinatorial algorithm in group method of data handling (GMDH) is proposed for the shear strength and vertical strain in the arrangement of closed-form equations. The performance and accuracies of the proposed models were checked using correlation coefficient (R) between the experimental and predicted data and the existing mean square error (MSE) was evaluated. R-values of the modeled τ and εv are equal to 0.9977 and 0.9994 for ANN, and 0.9862 and 0.9942 for GMDH models, respectively. The GMDH proposed models are presented as comparatively simple explicit mathematical equations for further applications.
https://scientiairanica.sharif.edu/article_20173_c73c36c6df3e2e22502ecfb386bd6a3e.pdf
2019-12-01
3233
3244
10.24200/sci.2018.5663.1408
Rubber Materials
size effect
shear strength
Vertical Strain
Direct Shear Test (DST)
artificial neural network (ANN)
Group Method of Data Handling (GMDH)
Combinatorial (COMBI)
D.
Rezazadeh Eidgahee
d.rezazade@semnan.ac.ir
1
Geotechnical Engineering, Faculty of Civil Engineering, Semnan University, Semnan, Iran
AUTHOR
A.
Haddad
ahadad@semnan.ac.ir
2
Geotechnical Engineering, Faculty of Civil Engineering, Semnan University, Semnan, Iran
LEAD_AUTHOR
H.
Naderpour
naderpour@semnan.ac.ir
3
Structural Engineering, Faculty of Civil Engineering, Semnan University, Semnan, Iran
AUTHOR
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