ORIGINAL_ARTICLE
Investigation of Interaction between Rock Materials and Concrete Slabs in Concrete- Face Rock-Fill Dam (CFRD)
In the CFRD dams, a concrete-face with a finite thickness is placed on the upstream side of the dam, which prevents water leakage from the reservoir. The construction of these dams with different heights and various specifications of materials have been welcomed a lot. Therefore, construction of CFRD is appropriate in pumped-storage reservoirs. However, due to the important role of concrete-face, the necessity of optimal studies in order to evaluate the behavior of this type of dams is obvious. In this research, the lower reservoir of Siah Bishe was studied by finite element method in order to investigate the interaction between rock-fill materials and simulated concrete-face and by an appropriate behavioral model in a three- dimensional mode that can simulate the behavior of materials in the body of the dam well. In this research, Plaxis software was used for modeling and static analysis was performed to determine deformations and stresses made in the dam and concrete slab. The elastoplastic behavioral model of Mohr-Coulomb was used to model the behavior of the materials and the technical specifications of the materials used in the body of the dam and concrete-face slab have been applied. The maximum value of settlement calculated by the software from the beginning of the constriction to filling the reservoir under the effect of gravity is 670 millimeter and the maximum settlement after phase 3 in the mode of the full reservoir in long term is 32 millimeter and the maximum horizontal displacement is 52 millimeter. Finally, the results of the settlements were compared to results of the instrumentation. The results indicate the approximation of results of the numerical modeling with results obtained from instrumentation.
https://www.jcema.com/article_91983_5d2368adc37d1668c3f95b05650b76d4.pdf
2018-03-25
1
23
10.22034/jcema.2018.91983
CFRD
Finite Element
Instrumentation
Plaxis Software
Interaction between Materials and Concrete
Face
Sediq
Vaismoradi
1
Department of Civil Engineering, Faculty of Engineering, Hamedan Branch, Islamic Azad University, Hamedan, Iran.
AUTHOR
Amir reza
Goodarzi
amir_r_goodarzi@yahoo.co.uk
2
Department of Civil Engineering, Faculty of Engineering, Hamedan Branch, Islamic Azad University, Hamedan, Iran.
LEAD_AUTHOR
Hong-qi M, Ke-ming C. Key technical issues related to super-high concrete slab dam. Engineering Sciences. 2007;9(11):4-10.
1
Oyanguren PR, Nicieza CG, Fernández MÁ, Palacio CG. Stability analysis of Llerin Rockfill Dam: An in situ direct shear test. Engineering Geology.2008;100(3-4):120-30.
2
Massiéra M, Szostak-Chrzanowski A, Vautour J, Hammamji Y. Deformations of concrete face rockfill dams (CFRDs) resting on soil foundation. Technical Sciences Journal. 2005;8:65-78.
3
Özkuzukiran S, Özkan M, Özyazicioğlu M, Yildiz G. Settlement behaviour of a concrete faced rock-fill dam. Geotechnical & Geological Engineering.
4
Varadarajan A, Sharma K, Venkatachalam K, Gupta A. Testing and modeling two rockfill materials. Journal of Geotechnical and Geoenvironmental Engineering. 2003;129(3):206-18.
5
ZHAO Q-s, LI M, WEN X-h. Safety education being the key to keep the laboratories safe in universities [J]. Experimental Technology and Management. 2007;9:002.
6
Naseri F, lotfollahi S, Bagherzadeh khalkhali A. Dynamic Mechanical Behavior of Rock Materials. Journal of Civil Engineering and Materials Application. 2017;1(2):39-44.
7
Kartal ME, Bayraktar A, Başağa HB. Nonlinear finite element reliability analysis of Concrete-Faced Rockfill (CFR) dams under static effects. Applied Mathematical Modelling. 2012;36(11):5229-48.
8
Cattani M, Boano CA, Steffelbauer D, Kaltenbacher S, Günther M, Römer K, et al., editors. Adige: an efficient smart water network based on long-range wireless technology. Proceedings of the 3rd International Workshop on Cyber-Physical Systems for Smart Water Networks; 2017: ACM.
9
Hughes MW, Nayyerloo M, Bellagamba X, Morris J, Brabhaharan P, Rooney S, et al. Impacts of the 14th November 2016 Kaikōura Earthquake on three waters systems in Wellington, Marlborough and Kaikōura, New Zealand: Preliminary observations. 2017.
10
Porter K, Terentieff S, McMullin R, Irias X, editors. Water Supply Damage, Recovery, and Lifeline Interaction in an Earthquake Sequence. Congress on Technical Advancement 2017; 2017.
11
Rezvani S, Bahri P, Urmee T, Baverstock G, Moore A. Techno-economic and reliability assessment of solar water heaters in Australia based on Monte Carlo analysis. Renewable energy. 2017;105:774-85.
12
Campisano A, Modica C, Reitano S, Ugarelli R, Bagherian S. Field- oriented methodology for real-time pressure control to reduce leakage in water distribution networks. Journal of Water Resources Planning and Management. 2016;142(12):04016057.
13
Fecarotta O, Aricò C, Carravetta A, Martino R, Ramos HM. Hydropower potential in water distribution networks: Pressure control by PATs. Water resources management. 2015;29(3):699-714.
14
Das BM. Advanced soil mechanics: Crc Press; 2013.
15
Poulos HG, Davis EH. Pile foundation analysis and design1980.
16
Torisu SS, Sato J, Towhata I, Honda T. 1-G model tests and hollow cylindrical torsional shear experiments on seismic residual displacements of fill dams from the viewpoint of seismic performance-based design. Soil Dynamics and Earthquake Engineering. 2010;30(6):423-37.
17
Gonzalez CA. An experimental study of free-surface aeration on embankment stepped chutes. 2005.
18
MacGregor P, Fell R, Stapledon D, Bell G, Foster M. Geotechnical engineering of dams: CRC press; 2014.
19
Mahinroosta R, Alizadeh A, Gatmiri B. Simulation of collapse settlement of first filling in a high rockfill dam. Engineering Geology. 2015;187:32-44.
20
ORIGINAL_ARTICLE
Stability Analysis of Upstream Slope of Earthen Dams Using the Finite Element method Against Sudden Change in the Water Surface of the Reservoir, Case Study: Ilam Earthen Dam in Ilam Province
The goal of this study was stability analysis of the upstream slope of earthen dams using the finite element method against sudden change in the water surface of the reservoir in the case study of Ilam Earthen dam in Ilam Province. This research was of applied type and respecting the data analysis type, the field method is used for data collection. In this research using numerical modeling by the finite element method and applying the GEOSLOPE software, attempt is made to perform stability analysis of the earthen dams to overcome existing shortcomings present in the finite element methods. The results showed that at a discharge equal to 47.7 l/s, the piezometric pressures in the body, bed and within the dam which were considered to investigate the efficiency and upstream slope of Ilam Dam, we demonstrated that the amount of upstream slope of Ilam Dam for the piezometric pressures in the body, bed and within dam were better and showed a lower compressibility. The highest exerted pressures were related to the left section at the top and bottom of dam. At discharge of 69.175 l/s we demonstrated that the amount of upstream slope of Ilam Dam for the piezometric pressures in the body, bed and within the dam was better and showed a better compressibility. The highest pressures belonged to the left section at the top and bottom of dam. At discharge of 100.55 l/s we demonstrated that the amount of upstream slope for the highest exerted pressures corresponded to the left section at the top and right section at the bottom of dam. The results of numerical analysis showed that at the time of 0.2 seconds and for the five ramps of 1, 5, 10, 20, 40 degrees, the velocity (fluctuations) in axial direction, the kinetic energy of velocity turbulence (fluctuations) at the radial and axial axes increase with increase in the ramps slope. In other words the upstream slope at a ramp of 40 degrees and time of 0.2 seconds performs better for control of the sudden changes. At the time of 0.8 seconds by increase in the ramps slope, the above mentioned characteristics are first decreased and then increased. In other words the upstream slope has a better performance for control of the sudden changes for a ramp of 40 degrees and time of 0.8 seconds. For the time of 1 second, by increase in the ramps slope the above mentioned characteristics are first decreased and then increased, in other words for the ramp of 20 degrees and time of 1 second it has better performed for control of the sudden changes.
https://www.jcema.com/article_91984_05c260e38ca7ce4c64fd2433c708ba4e.pdf
2018-03-01
24
30
10.22034/jcema.2018.91984
Upstream slope
Piezometric pressure
Numerical analysis
Finite element method
Dam reservoir
Hamid
Keykhah
1
Young researchers and elite club, Islamic Azad University, Shoushtar Branch, Khoozestan, Iran.
AUTHOR
Behrouz
Dahan Zadeh
dahanzadeh@gmail.com
2
Faculty of Water Engineering, Islamic Azad University, Shoushtar Branch, Khoozestan, Iran.
LEAD_AUTHOR
Bieniawski Z. Tunnel design by rock mass classifications. Pennsylvania State Univ University Park Dept of Mineral Engineering, 1990.
1
Richter B, Thomas G. Restoring environmental flows by modifying dam operations. Ecology and society. 2007;12(1).
2
Lehner B, Liermann CR, Revenga C, Vörösmarty C, Fekete B, Crouzet P, et al. High‐resolution mapping of the world's reservoirs and dams for sustainable river‐flow management. Frontiers in Ecology and the Environment. 2011;9(9):494-502.
3
Loucks DP, Van Beek E. Water resource systems planning and management: An introduction to methods, models, and applications: Springer; 2017.
4
Barton N, Kjaernsli B. Shear strength of rockfill. Journal of Geotechnical and Geoenvironmental Engineering. 1981;107(ASCE 16374).
5
Singh VP. Dam breach modeling technology: Springer Science & Business Media; 2013.
6
Krausmann E, Mushtaq F. A qualitative Natech damage scale for the impact of floods on selected industrial facilities. Natural Hazards. 2008;46(2):179-97.
7
Bureau G, Volpe RL, Roth WH, Udaka T, editors. Seismic analysis of concrete face rockfill dams. Concrete face rockfill dams—Design, construction, and performance; 1985: ASCE.
8
Luo X, Li X, Zhou J, Cheng T. A Kriging-based hybrid optimization algorithm for slope reliability analysis. Structural Safety. 2012;34(1):401-6.
9
Yu S, Chen LH, Xu ZP, Chen N, editors. Analysis of earth-rockfill dam slope stability by strength reduction method based on nonlinear strength. Advanced Materials Research; 2011: Trans Tech Publ.
10
Zheng H. A three‐dimensional rigorous method for stability analysis of landslides. Engineering Geology. 2012;145:30-40.
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Gu W, Morgenstern N, Robertson P. Progressive failure of lower San Fernando dam. Journal of geotechnical engineering. 1993;119(2):333-49.
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Sherard JL. Earth and earth-rock dams. 1963.
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Kahatadeniya KS, Nanakorn P, Neaupane KM. Determination of the critical failure surface for slope stability analysis using ant colony optimization. Engineering Geology. 2009;108(1-2):133-41.
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Sengupta A, Upadhyay A. Locating the critical failure surface in a slope stability analysis by genetic algorithm. Applied Soft Computing.2009;9(1):387-92.
15
Sachpazis CI. Detailed slope stability analysis and assessment of the original Carsington earth embankment dam failure in the UK. Published in.2013;18.
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Rowell DL. Soil science: Methods & applications: Routledge; 2014.
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Buol S, Southard R, Graham R, McDaniel P. US soil taxonomy. Soil Genesis and Classification, Sixth Edition. 2011:207-32.
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Hillel D. Soil and water: physical principles and processes: Elsevier; 2012.
19
Hillel D. Fundamentals of soil physics: Academic press; 2013.
20
Bakker KJ. Soil retaining structures: CRC Press; 2000.
21
ORIGINAL_ARTICLE
Investigation the Deformations of Shahr-e- Bijar Dam During Impoundment
Dam monitoring is possible by instrumentation at critical points and measurement of various parameters such as pore pressure and deformations, i.e. settlement and displacement. In this study, the monitoring of Shahr-e-Bijar Reservoir Dam is investigated using instrumentation data and numerical analysis. A finite element software package called Plaxis is used for the numerical analysis. According to the results of analyses carried out by the program that are in good agreement with observations and instrumentation data, it can be concluded that these programs are very useful for analyzing and predicting the behavior of earth dams. In this study, a variety of instrumentations used in rockfill dams are introduced and common methods and instruments are examined for measuring various geotechnical quantities. The situation of Shahr-e-Bijar Dam, i.e. deformation and seepage, are analyzed using instrumentation data provided by settlement meters and extensometers, which is measured over a relatively long period, and the results of dam modeling via finite element programs. One of the most important steps of dam construction is operation management and maintenance of such projects after design and construction phases. Accordingly, the results of dam monitoring and back analysis are employed to express the importance of these steps as a significant goal of this study and a practical part of dam operation management and maintenance process is also presented by examination of the results of the instrumentation of an earth dam. In summary, two- dimensional numerical modeling of the dam and its foundation is carried out via Plaxis version 8.2 after monitoring the behavior of Shar-e-Bijar Dam based on the information recorded by instrumentation system of the project and the results of numerical modeling are interpreted and compared with those of dam monitoring. Mohr-Coulomb behavioral model must be applied in this research.
https://www.jcema.com/article_91985_f6c818a382dc3d9c4a9169a0bac3408c.pdf
2018-03-30
31
52
10.22034/jcema.2018.91985
Plaxis
concrete face rockfill dam (CFRD)
impoundment
monitoring
Back Analysis
Hessamoddin
Khodayari
1
Department of Civil Engineering, Central Tehran Branch, Islamic Azad University, Tehran, Iran.
AUTHOR
Ahad
Bagherzadehkhalkhali
a-bagherzadeh@srbiau.ac.ir
2
Department of Civil Engineering, Science and Research Branch, Islamic Azad University, Tehran, Iran.
LEAD_AUTHOR
Szostak-Chrzanowski A, Massiéra M, editors. Relation between monitoring and design aspects of large earth dams. Proceedings of the 3rd IAG Symposium on Geodesy for Geotechnical and Structural Engineering and 12- th FIG Symposium on Deformation Measurements, ed H Kahmen and A Chrzanowski, Baden, Austria, May; 2006.
1
Wilkins R, Bastin G, Chrzanowski A, editors. Monitoring of structures and steep embankments: a fully automated approach. CSCE Annual Conference, Moncton, NB, Canada; 2003.
2
Kondner RL. Hyperbolic stress-strain response: cohesive soils. Journal of the Soil Mechanics and Foundations Division. 1963;89(1):115-44.
3
Szostak-Chrzanowski A, Chrzanowski A, Massiéra M, editors. Use of geodetic monitoring measurements in solving geomechanical problems in structural and mining engineering. Proceedings of the 11th Int Symp On Deformation Measurements; 2003.
4
Moll S, Straubhaar R, editors. Performance of a high rockfill dam during construction and first impounding. Nam Ngum 2 CFR, Dams and Reservoirs under Changing Challenges. Proceedings of the International Symposium on Dams and Reservoirs under Changing Challenges—79 Annual Meeting of ICOLD, Swiss Committee on Dams; 2011.
5
Pinto NdS, Marques Filho P. Estimating the maximum face deflection in CFRDs. International Journal on Hydropower and Dams. 1998;5:28-32.
6
Terzaghi K, Peck RB, Mesri G. Soil mechanics in engineering practice: John Wiley & Sons; 1996.
7
Brown PH, Tullos D, Tilt B, Magee D, Wolf AT. Modeling the costs and benefits of dam construction from a multidisciplinary perspective. Journal of environmental management. 2009;90:S303-S11.
8
Polimeni JM, Iorgulescu RI, Chandrasekara R. Trans-border public health vulnerability and hydroelectric projects: The case of Yali Falls Dam. Ecological Economics. 2014;98:81-9.
9
Zafarnejad F. The contribution of dams to Iran’s desertification. International Journal of Environmental Studies. 2009;66(3):327-41.
10
Bertero VV. Yousef Bozorgnia. Earthquake Engineering: From Engineering Seismology to Performance-Based Engineering. 2004.
11
Pagano L, Desideri A, Vinale F. Interpreting settlement profiles of earth dams. Journal of geotechnical and geoenvironmental engineering. 1998;124(10):923-32.
12
Derakhshandi M, Pourbagherian H, Baziar M, Shariatmadari N, Sadeghpour A. Numerical analysis and monitoring of a rockfill dam at the end of construction (case study: Vanyar dam). International Journal of Civil Engineering. 2014;12(4):326-37.
13
Terzaghi K. Stress distribution in dry and in saturated sand above a yielding trap-door. 1936.
14
Fattah MY, Saba'a MR, Yousif MA. Three-Dimensional Finite Element Analysis of a Trial Embankment. International Journal of Civil and Structural Engineering. 2010;1(3):621.
15
Henkel D, editor The shear strength of saturated remolded clay. Proc of research Conf on Shear Strength of Cohesive Soils at Boulder; 1960.
16
Dong W, Hu L, Yu YZ, Lv H. Comparison between Duncan and Chang’s EB model and the generalized plasticity model in the analysis of a high earth- rockfill dam. Journal of Applied Mathematics. 2013;2013.
17
Ghanbari A, Rad SS. Development of an empirical criterion for predicting the hydraulic fracturing in the core of earth dams. Acta Geotechnica.2015;10(2):243-54.
18
Gikas V, Sakellariou M. Settlement analysis of the Mornos earth dam (Greece): Evidence from numerical modeling and geodetic monitoring. Engineering Structures. 2008;30(11):3074-81.
19
ORIGINAL_ARTICLE
Seismic Analysis in Stabilized Trench with Pile
Due to the loss of life and damage to surface and underground structures, stabilization of trenches in order to control and stabilize landslides is very important. In the current study, the effect of the implementation of the pile has been analyzed to increase the stability of the trench under the impact of the earthquake. Therefore, a trench with 45 angle which reinforced by the pile, was analyzed with variable parameters, including the diameter of the pile (D) that was with a 0.9m diameter and other pile with 1.5m diameter, the buried length of the pile (L) was 10m and 15m. The space between the piles (S) to each other was implemented by three sizes; 0.3m, 4.5m and 0.6m, and the implementation of the pile with five forms on the span of the trench was analyzed to study its different behavior under seismic conditions. The results showed that with increasing the diameter of the pile and the implementation of the pile, the horizontal displacement of the span of the trench reduces 25% to the normal state. In addition, with an increase in the length of the pile, the level of the subsidence is 24 to 30 percent lower than the normal state.
https://www.jcema.com/article_91986_c4b5c8985e89be3425d3d7b05c68850f.pdf
2018-03-30
53
65
10.22034/jcema.2018.91986
Trench stability
pile
Landslide
Soil rupture
Reza
Jalili
1
Department of Civil Engineering, Islamic Azad University of Zanjan, Zanjan, Iran.
AUTHOR
Mehran
Javanmard
mehranj@znu.ac.ir
2
Department of Civil Engineering, University of Zanjan, Zanjan, Iran.
LEAD_AUTHOR
Kourkoulis R, Gelagoti F, Anastasopoulos I, Gazetas G. Slope stabilizing piles and pile-groups: parametric study and design insights. Journal of Geotechnical and Geoenvironmental Engineering. 2010;137(7):663-77.
1
Ito T, Matsui T. Methods to estimate lateral force acting on stabilizing piles. Soils and foundations. 1975;15(4):43-59.
2
Sharafi H, Sojoudi Y. Experimental and numerical study of pile-stabilized slopes under surface load conditions. International Journal of Civil Engineering. 2016;14(4):221-32.
3
Briaud J-L, Lim Y. Tieback walls in sand: numerical simulation and design implications. Journal of geotechnical and geoenvironmental engineering.1999;125(2):101-10.
4
El-Naiem MAA, Towfeek AR, El-Samea WHA. Numerical analysis of concrete solider pile with steel sheet pile lagging supporting system in sandy soil.
5
Tiecheng S, Mingju Z, Qian Y. Modeling study on composite soil nailing for deep excavation [J]. Chinese Journal of Rock Mechanics and Engineering. 2004;15:019.
6
Wang J, Xu Z, Wang W. Wall and ground movements due to deep excavations in Shanghai soft soils. Journal of Geotechnical and Geoenvironmental Engineering. 2009;136(7):985-94.
7
Wei W, Cheng Y. Strength reduction analysis for slope reinforced with one row of piles. Computers and Geotechnics. 2009;36(7):1176-85.
8
Ashour M, Ardalan H. Analysis of pile stabilized slopes based on soil–pile interaction. Computers and Geotechnics. 2012;39:85-97.
9
Zhang G, Wang L. Simplified evaluation on the stability level of pile- reinforced slopes. Soils and Foundations. 2017;57(4):575-86.
10
Martin G, Chen C-Y. Response of piles due to lateral slope movement. Computers & structures. 2005;83(8-9):588-98.
11
Abdelaziz A, Hafez D, Hussein A. The effect of pile parameters on the factor of safety of piled-slopes using 3D numerical analysis. HBRC Journal. 2015.
12
He Y, Hazarika H, Yasufuku N, Han Z. Evaluating the effect of slope angle on the distribution of the soil–pile pressure acting on stabilizing piles in sandy slopes. Computers and Geotechnics. 2015;69:153-65.
13
Zhu M-X, Zhang Y, Gong W-M, Dai G-L. Discussion on “Evaluating the effect of slope angle on the distribution of the soil-pile pressure acting on stabilizing piles in sandy slopes”. Computers and Geotechnics. 2016(79):176- 81.
14
Cundall P. FLAC 3D Manual: a computer program for fast Lagrangian analysis of continua (Version 4.0). Minneapolis, Minnesota, USA. 2008.
15
ORIGINAL_ARTICLE
Experimental Investigation of Partial Substitution of Cement with Eggshell Ash in M20 Grade Concrete
Commonly used for bonding construction materials, cement has influenced not only construction industry, but also environmental design systems. Mass production of cement from rocks of heavy minerals (plaster of Paris) is known to result in large amounts of mineral waste and requires ball mill processing systems. In this research, partial substitution of cement with eggshell ash in M20 grade concrete at 20, 30, and 40% is considered.
https://www.jcema.com/article_91987_9639f9d9daf991de14571669322b2dd2.pdf
2018-03-01
66
74
10.22034/jcema.2018.91987
OPC cement
Eggshell ash powder
Coarse aggregate
Fine aggregate
Vijayvenkatesh
Chandrasekaran
ramathutham@gmail.com
1
Department of civil engineering student, St. Josephs College of Engineering and Technology, Ellupatti, Thanjavur- 613403, India.
LEAD_AUTHOR
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2. Whiting D, Blankenhorn P, Kline D. Effect of hydration on the mechanical properties of epoxy impregnated concrete. Cement and Concrete Research. 1974;4(3):467-76.
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4. Aminabhavi TM, Cassidy PE, Kukacka LE. Use of polymers in concrete technology. Journal of Macromolecular Science, Part C: Polymer Reviews. 1982;22(1):1-55.
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5. Kukacka LE, Sugama T, Fontana J, Horn W, Amaro J. Alternate materials of construction for geothermal applications. Progress report No. 12, January-- March 1977. Brookhaven National Lab., Upton, NY (USA), 1977.
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6. Fowler DW, Houston JT, Paul DR. Polymer-Impregnated Concrete Surface Treatments for Highway Bridge Decks. American Concrete Institute, Journal of. 1973;70(Proceeding).
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7. Blankenhorn PR, Weyers R, Kline DE, Cady P. Enclosed Soak System for Deep Polymer Impregnation of Concrete Bridge Decks. Journal of Transportation Engineering. 1975;101(ASCE# 11102 Proceeding).
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8. Cree D, Rutter A. Sustainable bio-Inspired limestone eggshell powder for potential industrialized applications. ACS Sustainable Chemistry & Engineering. 2015;3(5):941-9.
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9. Lee H, Neville K. " Book Review-Handbook of Epoxy Resins". Industrial & Engineering Chemistry. 1967;59(9):16-7.
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10. Poon C, Shui Z, Lam L, Fok H, Kou S. Influence of moisture states of natural and recycled aggregates on the slump and compressive strength of concrete. Cement and concrete research. 2004;34(1):31-6.
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11. Poon CS, Shui Z, Lam L. Effect of microstructure of ITZ on compressive strength of concrete prepared with recycled aggregates. Construction and Building Materials. 2004;18(6):461-8.
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12. Morel J-C, Pkla A, Walker P. Compressive strength testing of compressed earth blocks. Construction and Building Materials. 2007;21(2):303-9.
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13. Kumar MM, Maruthachalam D. Experimental Investigation on Self-curing concrete. International journal of advanced scientific and technical research. 2013;2(3).
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14. Carpinteri A, Chiaia B, Ferro G. Size effects on nominal tensile strength of concrete structures: multifractality of material ligaments and dimensional transition from order to disorder. Materials and Structures. 1995;28(6):311.
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15. Li Q, Meng H. About the dynamic strength enhancement of concrete-like materials in a split Hopkinson pressure bar test. International Journal of solids and structures. 2003;40(2):343-60.
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16. Ganjian E, Khorami M, Maghsoudi AA. Scrap-tyre-rubber replacement for aggregate and filler in concrete. Construction and building materials. 2009;23(5):1828-36.
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17. Hillerborg A, Modéer M, Petersson P-E. Analysis of crack formation and crack growth in concrete by means of fracture mechanics and finite elements. Cement and concrete research. 1976;6(6):773-81.
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18. Malumbela G, Moyo P, Alexander M. A step towards standardising accelerated corrosion tests on laboratory reinforced concrete specimens. Journal of the South African Institution of Civil Engineering. 2012;54(2):78-85.
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19. Song P, Hwang S. Mechanical properties of high-strength steel fiber- reinforced concrete. Construction and Building Materials. 2004;18(9):669-73.
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20. Hillerborg A. The theoretical basis of a method to determine the fracture energyG F of concrete. Materials and structures. 1985;18(4):291-6.
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21. Corinaldesi V. Mechanical and elastic behaviour of concretes made of recycled-concrete coarse aggregates. Construction and Building materials. 2010;24(9):1616-20.
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22. Celik T, Marar K. Effects of crushed stone dust on some properties of concrete. Cement and Concrete research. 1996;26(7):1121-30.
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23. Sagoe-Crentsil KK, Brown T, Taylor AH. Performance of concrete made with commercially produced coarse recycled concrete aggregate. Cement and concrete research. 2001;31(5):707-12.
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24. Neville AM. Properties of concrete: Longman London; 1995.
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25. Lepage S, Baalbaki M, Dallaire É, Aïtcin P-C. Early shrinkage development in a high performance concrete. Cement, concrete and aggregates. 1999;21(1):31-5.
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