ORIGINAL_ARTICLE
The Effect of FRP Strengthening of Boundary Elements in Slender RC Shear Wall
Concrete shear walls are the most common system resisting against seismic loads in the world. These elements carry the lateral loads by a combination of the axial, shear and flexural responses. Change in the seismic code requirements, subjecting intensive dynamic loads such as explosion or earthquake and other destructive effects make the shear walls weak for continuing service life. In the recent years FRP materials have attracted much interest. FRP application in retrofitting projects is appealing because of their unique properties. Nevertheless, a review on the previous studies shows that despite the squat walls, very limited analytical and/or experimental studies have been conducted on the FRP strengthening of the slender RC shear walls under monotonic loading so far. In this paper it is focused on the strengthening of boundary elements with FRP and it’s effect on the wall behavior. The finite element software is calibrated and verified using available experimental data. Nonlinear finite element analysis of reinforced concrete walls is performed using damage plasticity model and tension stiffening effects. Results of the current study show the superior effectiveness of strengthening FRP composite layers on the behavior of the concrete shear walls.
https://ceej.aut.ac.ir/article_189_5a048afe345ffde92ebb4c4b4a284cab.pdf
2014-01-21
1
8
10.22060/ceej.2014.189
Shear Wall
Finite element analysis
Damage Plasticity Model
Tension Stiffening
FRP
Strengthening
Davod
Mostofinejad
1
دانشیار دانشکدهی مهندسی عمران دانشگاه صنعتی اصفهان
AUTHOR
Maryam
Mohammadi Anaei
m_mohammadi_a@yahoo.com
2
نویسنده مسئول و دانشجوی کارشناسی ارشد دانشکدهی مهندسی عمران دانشگاه صنعتی اصفهان،
LEAD_AUTHOR
[1]مستوفی نژاد، د، سازههای بتن آرمه، جلد اول، چاپ . دوازدهم، انتشارات ارکان دانش، اصفهان، ١٣٨٨
1
[2]ABAQUS Inc., ABAQUS/Theory User manual, Version 6.7, 2007.
2
[3]Ahmed, M.M., ”Linear and Nonlinear Flexural Stiffness Models for Concrete Walls in High-Rise Buildings”, University of British Columbia, Ph.D.thesis, 2000.
3
[4]Hiotakis, S., Lau, D.T. and Londono, N., “Research On Seismic Retrofit and Rehabilitation of Reinforced Concrete Shear Walls Using FRP Materials”, Carleton University, Ottawa, Canada, 2004.
4
[5]Horrigmoe, G., Sather, I., Sand, B., “Validation of Nonlinear Finite Element Modeling of Reinforced Concrete Structures Attacked by Corrosion”, Report of Sustainable Development Global Change and Ecosystems Integrated Project, 2007.
5
[6]Kheyroddin, A. and Naderpour, H., “Nonlinear Finite Element Analysis of R/C Shear Walls Retrofitted Using Externally Bonded Steel Plates and FRP Sheets”, 1st International Structural Specialty Conference, May 23-26, 2006.
6
[7]Kent, A. H., Benjamin, R. and Zorn, A., “Experimental Evaluation of Factors Affecting Monotonic Fatigue Behavior of Fiber Reinforced Polymer to Concrete Bond in Reinforced Concrete Beams”, ACI structural Journal, Vol. 104, No. 6, 2007.
7
[8]Lombard, J.C.,”seismic Strengthening and Repair of Reinforced Concrete Shear Walls Using Externally Bonded Carbon Fiber Tow Sheets”, Ph.D. thesis,Carleton University, 1997.
8
[9]Lu, X.Z., Teng, J.G., Ye, L.P. and Jiang, J.J., “Bond- Slip Models for FRP Sheets/plates Bonded to Concrete”, Engineering Structures, Vol. 27, No. 6, PP.920-937, 2005.
9
[10]Perry, A., Ahmed, M.M. and Bryson, M., “Test of High Rise Core Wall: Effective Stiffness for Seismic Analysis”, ACI Structural Journal, Vol. 104, No. 5, PP.549-559, 2007.
10
[11]Su, R.K.L., Wong, S. M., “Seismic Behavior of Slender Reinforced Concrete Shear Wall under High Axial Load Ratio”, Engineering Structures, Vol. 29, PP1957-1965, 2007.
11
[12]Tasnimi, A.A., “Strength and Deformation of Mid-Rise Shear Walls Under Load Reversal”, Engineering Structures, Vol. 22, PP 311-322, 2000.
12
[13]Thomas N. Salonikios, A.J. KaPPos, Lonnis A. Tegos and Georgios G. Penelis “Cyclic Load Behavior of Low-Slenderness Reinforced Concrete Walls: Failure Modes, Strength and Deformation Analysis and Design Implications”, ACI Structural Journal, Vol. 97,January-February, 2000.
13
[14]Thomsen, J. H. and Wallace, J.W., “Displacement- based Design of R/C Structural Walls: An Experimental Investigation of Walls with Rectangular And T Shaped Cross-Section”, Report to National Science Foundation, Clarkson University, 2004.
14
ORIGINAL_ARTICLE
Fluid Flow Modeling in Single Fracture Using Cellular Automata Method
Fluid flow simulation through a natural fracture is one of the most important and complex problem in Geomechanics. In general, various analytical and numerical methods are used to model fluid flow in fractures. Cellular automata method has been known as a powerful tool for simulation of complex phenomena such as fluid flow, fault movement and fracture production and propagation in a media. As a result, it can have predominant role on simulation of fluid flow in rock fractures. In this study, the modeling of fluid flow in ideal fracture has been carried out employing cellular automata method. For this purpose, a computer program has been developed and used in Fortran Power Station Domain. In this paper, the cellular automata method has been introduced and its application in fluid flow modeling described. The method of fluid flow simulation has also been presented and the results compared with available analytical solution.
https://ceej.aut.ac.ir/article_190_88c3eb2d9ec838a5605d3de9eb1120a9.pdf
2014-01-21
9
18
10.22060/ceej.2014.190
Fluid flow
Single Fracture
Relative Roughness
Cellular Automata
Lattice Boltzmann
Ali
Varesvazirian
1
نویسنده مسئول و دانشجوی دکترای مکانیک خاک و مهندسی پی، دانشکده مهندسی عمران و محیط زیست، دانشگاه صنعتی امیرکبیر ( (پلیتکنیک تهران
LEAD_AUTHOR
Ahmad
Fahimifar
2
استاد دانشکده مهندسی عمران و محیط زیست و عضو هسته قطب علمی مقاومسازی و بهینه سازی ابنیه، ساختگاهها و شریانهای ،( حیاتی، دانشگاه صنعتی امیرکبیر (پلیتکنیک تهران
AUTHOR
[1]Snow, D. T.; “Anisotropic Permeability of Fractured Media”, Water Resources Res., Vol.5,No. 6, p.p. 1273-1289, 1965.
1
[2]Louis, C. A; “A study of groundwater flow in jointed rock and its influence on the stability of rock masses”, Rock Mech. Res. Rep. 10, Imperial College, London, 90 pp, 1969.
2
[3]Golf-Racht, Van, T. D.; Fundamentals of Fractured Reservoir Engineering, Elsevier Publishing Company, 710 pp, 1982.
3
[4]Withersphoon, P. A.; Wang, J. S. Y.; Iwai K; Gale, J. E.; “Validity of the cubic law for fluid flow in a deformable rock fracture”, Water Resources Res. Vol. 16, No. 6, p.p. 1016-1024, 1980.
4
[5]Gutfraind, R.; Hansen, A.; “Study of fracture permeability using lattice-gas automata”, Transport Porous Media, Vol. 18, No. 2, p.p. 131-149, 1995.
5
[6]Zhang, X.; Knackstedt, M. A.; Sahimi, M.; “Fluid flow across mass fractals and self-affine surfaces”, Physica A, Vol. 233, p.p. 835, 1996.
6
[7]Chen, S.; Doolen, G. D.; “Lattice Boltzmann Method for Fluid Flows”, Fluid Mech., Vol. 30,p.p. 329-364, 1998.
7
[8]Von Neumann, J.; “The Theory of Self- Reproducing Automata”, Urbana, University of Illinois Press 1966.
8
[9]Wolfram, S.; “Universality and complexity in cellular automata”, Physica D Vol. 10, p.p. 1–35,1984.
9
[10]Frisch, U.; Hasslacher, B.; Pomeau, Y.; “Lattice- Gas Automata for the Navier-Stokes Equation”,Phys. Rev. Lett., Vol. 56, p.p. 1505-1508, 1986.
10
[11]McNamara, G.; Zanetti, G.; “Use of the Boltzmann equation to simulate lattice-gas automata”, Phys.Rev. Lett. Vol. 61, p.p. 2332–2335, 1988.
11
[12]D’Humi`eres, D.; Lallemand, P.; Frisch, U.; “Lattice-gas models for 3D hydrodynamics”,Europhys. Lett. 2, 291–297, 1986.
12
[13]Sukop, M. C.; Trone, T. D.; Lattice Boltzmann Modeling (An Introduction for Geoscientists and Engineers), Springer-Verlag publication, Berlin,Heidelberg, 2006.
13
[14]Rothman, D.H.,; Zaleski, S.; Lattice-Gas Cellular Automata (Simple Models of Complex Hydrodynamics), Cambridge University press,Cambridge, 1997.
14
[15]Chen, S.; Wang Z.; Shan X.W.; Doolen G.D.; “Lattice Boltzmann computational fluid dynamics in three dimensions”, J. Stat. Phys., Vol. 68, p.p.379–400, 1992.
15
[16]Qian, Y.H.; d’Humi`eres, D.; Lallemand, P.; “Lattice BGK models for Navier-Stokes equation”,Europhys. Lett., Vol. 17, p.p. 479–84, 1992.
16
[17]Feng, Y. T.; Han, K; Owen, D. R. J.; Coupled lattice Boltzmann method and discrete element modeling of article transport in turbulent fluid flow: Computational issue”, Int. J. Numer. Meth. Engng., Vol. 72, p.p. 1111–1134, 2007.
17
[18]Aaltosalmi, U.; Fluid Flow in Porous Media with the Lattice-Boltzmann Method, Ph.D. Thesis, University of Jyvaskyla, Finland, 2005.
18
[19]Succi, S.; The Lattice Boltzmann Equation for Fluid Dynamics and Beyond, Oxford University Press, 2001.
19
ORIGINAL_ARTICLE
An Investigation of Local Site Effects on Strong Ground Motions in Abbas-Abad (Tehran Mosalla) Region
Local site effects play a very important role in characterizing seismic and design ground motions because they may strongly amplify (or deamplify) seismic motions before reaching the ground surface. The purpose of this paper is to evaluate local ground response in ABASBAD region (around the TEHRAN MOSALLA). To perform dynamic analysis, soil layers dynamic characteristics is determined from seismic down-hole tests performed at 6 borehole stations. Bedrock Seismicity characteristics is evaluated and 15 accelerograms from various earthquakes around the world is selected. Considering the local topography and soil conditions, one dimensional equivalent linear analysis is performed and results is presented in form of microzonation maps of maximum ground acceleration and velocity, maximum amplification and site specific design spectra. The results indicate that presence of stiff shallow granular soil layers has no considerable affect on bedrock seismic motions and using Iranian earthquake code (2800) normalized design spectra for this site, is conservative at long periods.
https://ceej.aut.ac.ir/article_191_dc0ff30ac83c278f42c4e569182cedba.pdf
2014-01-21
19
28
10.22060/ceej.2014.191
Local Site Effect
Local Ground Response
Equivalent Linear Analysis
Microzonation
Seyed majddin
Mirhoseini
1
نویسنده مسئول و دانشیار دانشکده مهندسی عمران و محیط زیست، دانشگاه صنعتی امیرکبیر، تهران
LEAD_AUTHOR
Seyyed mahdi
Babaee
2
دانشجوی کارشناسی ارشد مهندسی خاک و پی، دانشکده مهندسی عمران و محیط زیست، دانشگاه صنعتی امیرکبیر، تهران
AUTHOR
[1]بربریان، م.، قریشی، م.، ارژنگروش، ب. و مهاجراشجعی، پژوهش و بررسی ژرف نوزمین ساخت، خطر زمین لغزه،، گسلش در گستره تهران و پیرامون، گزارش شماره ٥٦ . سازمان زمینشناسی کشور، ١٣٧١
1
[2] جعفری، م.ک.، مطالعات تکمیلی ریزپهنهبندی لرزهای شمال تهران از دیدگاه شرایط ساختگاه، برنامهی ملی تحقیقات به-شمارهی ٥٠١٨ ، پژوهشگاه بینالمللی زلزلهشناسی و مهندسی . زلزله، تهران، ١٣٨١
2
[3]گزارش ژئوتکنیک محدوده مصلی تهران، شرکت مهندسان . مشاور پژوهش عمران راهوار، ١٣٨٤
3
[4]BARDET, J. P, ICHII K., and LIN C. H., “EERA, A Computer Program for Equivalent-linear Earthquake site Response Analysesof Layered Soil Deposits”, University of California press,2000.
4
[5]Chang, S.W. “Seismic response of deep stiff soil deposits”, Ph.D. Dissertation, Univ. of California, Berkeley, 1996.
5
[6]Chang, S.W., Bray, J.D., and Seed, R.B. “Engineering implications of ground motions from the Northridge earthquake”, Bull. Seism. Soc. Am., Vol. 86, pp. 270-288, 1996.
6
[7]Dickenson, S.E, “The dynamic response of soft and deep cohesive soils during the Loma Prieta earthquake of October 17, 1989”, Ph.D. Dissertation, Univ. of California, Berkeley, 1994.
7
[8]Ishibashi, I. and Zhang, X. “Unified dynamic shear moduli and damping ratios of sand and clay”, Soils and Foundations, Vol. 33, No. 1, pp. 182-191, 1993
8
[9]Kramer, Steven L., Geotechnical Earthquake Engineering, 1th ed., New Jersey, Prentice-Hall, 1996.
9
[10]Rollins, K.M., Evans, M.D., Diehl, N.B., and Daily, W.D. “Shear modulus and damping relationships for gravels”, J. Geotech. Geoenv. Engrg., ASCE, 124 (5),1998.
10
[11]Seed, H.B., Wong, R.T., Idriss, I.M., and Tokimatsu, K. “Moduli and damping factors for dynamic analyses of cohesionless soils,” J. Geotech. Engrg., ASCE, Vol. 112 (11), PP. 1016-1032, 1986.
11
[12]Seed, H.B., Romo, M.P., Sun, J.I., Jaime, A., and Lysmer, J. “Relationships between soilconditions and earthquake ground motions in Mexico City in the earthquake of September 19 ,1985”, Rpt. No. UCB/EERC-87/15, Earthquake Engineering Research Center, Univ. of California, Berkeley, 1987.
12
[13]Stewart, J.P., Chio, S-J., Bray, J.D., Graves, R.W, Somerville, P.G. and Abrahamson, N.A., “Ground Motion Evaluation Procedures for Performance-Based Design”, Rpt. No. PEER-2001/09, Pacific Earthquake Engineering Research Center, Univ. of California., 2001
13
[14]Yoshida, N. “Aplicability of conventional computer code SHAKE to nonlinear problem”, Proc. of the Symposium on Amplification of Ground Shaking in Soft Ground,JSSMFE, p.p. 14-31, 1994.
14
[15]Youshida, N., Kobayashi, S., Suetomi, I. and Miuara, K. “Unified Equivalent linear method considering frecuency dependent characteristics of stiffness and damping”, Soil Dynamics and Earthquake Eng., Vol. 22, pp. 205-222,2002
15
ORIGINAL_ARTICLE
Geo-environmental Behaviour of Nanoclays in Interaction with Heavy Metal Contaminants
In recent years, the use of nanoclays in different projects are reported. However, there has been very little attention on the application of nanoclays in geo-environmental projects. In this paper the possibility of application of nanoclays for retention of heavy metal (HM) contaminant were investigated. To achieve this objective a series of experiments were performed on bentonite, kaolinite and nanoclays samples. The buffering capacity, retention properties and XRD experiments show that among Cation Exchange Capacity (CEC), specific surface area, and carbonate, the main factor that controls the soil-HM interaction is carbonate phase. The CEC is the second important factor. Furthermore, after interaction of soil samples with HM the intensity of basal spacing of minerals in XRD decreased. In Cloisite 15A which had the minimum interaction with HM, the minimum reduction in peak intensity was observed (200 Cps). In addition, the contaminant retention of soil samples are in accordance to following order: Bentonite> Cloisite®Na+ > Kaolinite> Cloisite®30B > Cloisite®20A > Cloisite®15A
https://ceej.aut.ac.ir/article_192_59a7d504bd651f9042158044bbc1a9eb.pdf
2014-01-21
29
36
10.22060/ceej.2014.192
Nanoclay
Bentonite
Heavy metal contaminant
XRD
Buffering Capacity
Vahid reza
Ouhadi
vahidouhadi@yahoo.ca
1
نویسنده مسئول و استاد گروه عمران، دانشکده مهندسی، دانشگاه بوعلی سینا
LEAD_AUTHOR
mohammad
amiri
eng.amirii.mohammad@gmail.com
2
دانشجوی کارشناسی ارشد عمران، دانشکده مهندسی، دانشگاه بوعلی
AUTHOR
[1]American Society for Testing and Materials, ASTM, ASTM Standards, P.A., Philadelphia, Vol. 4.08, 1992.
1
[2]Chang, J. H.; and An Y. U.; J. Polym. Sci,. Part B 40, p. 670, 2002.
2
[3]Eltantawy; Arnold, I.N.; “Reappraisal of EGME method for SSA estimation of clays”, Soil Sci. 24, pp.232–238, 1973.
3
[4]EPA,; Process design manual, land application of municipal sludge, Municipal Environ. Research Laboratory, EPA-625/1-83-016, U.S.,1983.
4
[5]Glen. E. F.; Guozhong. C.; “Environmental Applications of Nanomaterials Synthesis, Sorbents and Sensors”, Imperial College Press, pp. 507, 2007.
5
[6]Griffin, R.A.; Shimp, N.F.; Steele, J.D.; Ruch, R.R.; White, W.A.; Hughes, G.M.; “Attenuation of Pollutants in Municipal Leachate by Passage through Clay”,Environ. Sci. Technol., 10, 1262-1268, 1976.
6
[7]Handershot, W. H.; Duquette, M.; “A simple barium chloride method for determining cation exchange capacity and exchangeable cations”, Soil Sci. Soc. Am.J. 50, pp. 605–608, 1986.
7
[8]Hesse, P. R.; “A textbook of soil chemical analysis”, 519p, 1971.
8
[9]Kónya1, J.; Nagy, N. M.; Földvári, M.; “The Formation and Production of Nano and Micro Particles on Clays under Environmental-Like Conditions”, Journal of Thermal Analysis and Calorimetry, Vol. 79, 537–543,2005.
9
[10]Krishna B. G.; Gupta, S. S.; “Adsorption of a few heavy metals on natural and modified kaolinite and montmorillonite: A review”, Advances in Colloid and Interface Science 140, pp. 114-131, 2008.
10
[11]Lines, M. G.; “Nanomaterials for practical functional uses”, Focus on Powder Coatings, Volume 2008, Issue 2, pp. 1-3, 2008.
11
[12]Lines, M. G.; “Nanomaterials for practical functional uses”, Journal of Alloys and Compounds 449, pp: 242–245, 2008.
12
[13]Papp, S.; Dékány, I.; “Stabilization of palladium nanoparticles by polymers and layer silicates”, Colloid Polym. Sci., 281, 727, 2003.
13
[14]Plassard, F.; Winiarski, T.; Petit-Ramel, M.; “Retention and Distribution of Three Heavy Metals in a Carbonated Soil”, Comparison Between Batch and Unsaturated Column Studies, J. of Contaminant Hydrology, 42, 99-111, 2000.
14
[15]Sevim, I. F.; Güner, G.; “Investigation of rheological and collodial properties of bentonitic clay dispersion in the presence of a cationic surfactant”, Progress in Organic Coatings. Vol. 54, 1, 28-33, 2005.
15
[16]Wilson, M.; Kannangara, K.; Smith, G.; Simmons, M.; “NANOTECHNOLOGY Basic Science and Emerging Technologies”, University of New South Wales Press Ltd. ; pp.263, 2002.
16
[17]Yarlagadda, P.S.; Matsumoto, M.R.; Van Benschoten, J.E.; Kathuria A.; “Characteristics of HMs in contaminated soils”, Jour. of Environ. Eng., ASCE,Vol. 121, No. 4, pp.276–286, 1995.
17
[18]Yong, R.N.; Phadangchewit, Y.; “pH Influence on Selectivity and Retention of Heavy Metals in Some Clay Soils”, Can. Geotech. J., 30, 821-833, 1993.
18
[19]Yong, R.N.; “Geoenvironmental Engineering, Contaminated Soils, Pollutant Fate and Mitigation”,CRC Press, Boca Raton, 2001.
19
[20]Yong, R.N.; Warkentin, B.P.; Phadangchewit, Y.; Galvez, R.; “Buffer Capacity and Lead Retention in Some Clay Minerals”, Water, Air, Soil, Pollut, J., 53,53-67, 1990.
20
ORIGINAL_ARTICLE
Investigation of New Seismic Rules of Steel Structures in Performance Base Design
In this paper, seismic performance of steel moment frames is investigated. Linear static and nonlinear static and dynamic of time history analysis have been performed on the usual and special steel moment resistant of 5, 10, 15 stories frames according to third addition of 2800 certification and new seismic rules and the performance of the members have bring under consideration. In the time history analysis, scaled seismographs of Northridge, Lomaprieta and Imperial valley earthquakes are used. At the end, special moment frames that were designed according to new seismic rules, have been designed on performance, has placed on limitation of certification goals.
https://ceej.aut.ac.ir/article_194_60de5febf3f9557dd6cdcedec35a690d.pdf
2014-01-21
37
44
10.22060/ceej.2014.194
Steel structures- moment frame- performance base design- nonlinear dynamic analysis- nonlinear static analysis
Mohsen
Tehranizadeh
tehz@govir.ir
1
استاد، دانشکده مهندسی عمران، دانشگاه صنعتی امیر کبیر
AUTHOR
nasrin
bakhshayesh
n_bakhshayesh_e@yahoo.com
2
نویسنده مسئول و کارشناسی ارشد مهندسی عمران، گرایش مهندسی زلزله، دانشگاه صنعتی امیرکبیر
LEAD_AUTHOR
[1]Priestley, M.J.N; Performance based seismic design, proceeding of 12th WCEE, Newzeland, 2000
1
[2] تفسیر دستورالعمل بهسازی لرزهای ساختمانهای موجود،دفتر امور فنی و تدوین معیارها، سازمان مدیریت و برنامه-
2
ریزی کشور، پژوهشگاه بینالمللی زلزلهشناسی و مهندسی. زلزله، ۱۳۸۱
3
[3] دستورالعمل بهسازی لرزهای ساختمانهای موجود. دفتر امور فنی و تدوین معیارها، سازمان مدیریت و برنامهریزی کشور،. پژوهشگاه بینالمللی زلزلهشناسی و مهندسی زلزله، ۱۳۸۱
4
[4] مبحث دهم مقررات ملی ساختمانی ایران، طراح و اجرای ساختمانهای فولادی، دفتر تدوین و ترویج مقررات ملی . ساختمان، ۱۳۸۳
5
[5] پیشنویس پیوست ۲ آییننامه زلزله ایران (سازههای فولادی . مقاوم در برابر زلزله) میرقادری، سید رسول، تیر ماه ۱۳۸۴
6
[6] آییننامه طراحی ساختمانها در برابر زلزله (استاندارد ۲۸۰۰ ایران)، مرکز تحقیقات ساختمان و مسکن، تهران، ویرایش سوم،. تیر ۱۳۸۴
7
[7]Krawinkler, H.; Advancing performance- Based Earthquake Engineering, NISEE: National Information service for Earthquake
8
ORIGINAL_ARTICLE
Natural Pozzolans Role in Permeability Reduction and Promoting the Concrete Durability Against Chloride Attack
This paper presents the results of experimental study on the effect of natural pozzolans: Jajrood Truss, Eskandan Pumice, Abyek Tuff, and Khash Pumice, on the ordinary structural concrete durability in chloride corrosion. Concrete specimens were made of three pozzolan replacements, and Rapid Chloride Penetration test, Electrical Resistance test, Half-Cell Potential test, water permeability test, and water adsorption test were conducted in different ages. Generally, the results indicate that natural pozzolans have positive effects on concrete specimen resistance to the chloride ions penetration and bars corrosion in comparison with concretes containing ordinary cement.
https://ceej.aut.ac.ir/article_197_4fd3137d609d513a553668bc8ee1a194.pdf
2014-01-21
45
53
10.22060/ceej.2014.197
Chloride attack
Natural Pozzolan
Rapid Chloride Penetration test
Electrical resistance
Half-Cell potential
permeability and water adsorption
aliakbar
Ramezanianpour
aaramce@aut.ac.ir
1
نویسنده مسئول و رئیس مرکز تحقیقات تکنولوژی و دوام بتن، استاد دانشگاه صنعتی امیرکبیر
LEAD_AUTHOR
Mansour
Peydaayesh
peydyesh@aut.ac.ir
2
منصور پیدایش، دانشکده مهندسی عمران و محیط زیست دانشگاه صنعتی امیرکبیر
AUTHOR
Seyed
Mirvalad
3
سید سجاد میرولد، کارشناس ارشد دانشکده مهندسی عمران و محیط زیست دانشگاه صنعتی امیرکبیر
AUTHOR
Ehsan
Aramoon
4
احسان آرامون، کارشناس ارشد دانشکده مهندسی عمران و محیط زیست دانشگاه صنعتی امیرکبیر،
AUTHOR
[1]Hossein, K.; Khandaker, M.; “Chloride induced corrosion of reinforcement in volcanic ash and pumice based blended concrete”, Cement and Concrete Composites, pp 381-391, 2004.
1
[2]Hossein, K.; Lachemi, M.; “Corrosion resistance and Chloride diffusivity of volcanic ash blended cement mortar”, Cement and Concrete Composites,pp 695-702, 2003.
2
[3] رمضانیانپور، علی اکبر؛ پرهیزکار، طیبه؛ قدوسی، پرویز؛ پورخورشیدی، علیرضا؛ "توصیه هایی برای پایایی بتن در سواحل جنوبی کشور )نشریه شماره . ۳۹۶ ("، مرکز تحقیقات ساختمان و مسکن، تهران، ۱۳۸۳
3
[4] محمدی منش، مجتبی؛ "بررسی خواص مکانیکی و دوام بتن های ساخته شده با پوزولان طبیعی پومیس"، پایان نامه کارشناسی ارشد، دانشگاه صنعتی امیرکبیر، تهران،.۱۳۸۳
4
[5]ASTM Standard C1202, “Standard Test Method for Electrical Indication of Concrete's Ability to Resist Chloride Ion Penetration”, ASTM Publication, United States, 2007.
5
[6]ASTM Standard C876, “Standard Test Method of Half-Cell Potentials of Uncoated Reinforced Steel in Concrete”, ASTM Publication, United States,1995.
6
[7]Browne, RD and Geoghegan, “MP in Corrosion of Steel Reinforcement in Concrete”, Construction, Society of the Chemical Industry, London, 1979,pp. 79-98.
7
ORIGINAL_ARTICLE
Dynamic & Static Load Testing of Bridges, Case Study of Qale Morqi Bridge in Tehran
Bridge performance and health monitoring can be obtained from numerical models, site load test or combination of both. Load test approach illustrates bridge behavior with minimum inaccuracy without taking into account the assumptions and simplified approaches of structure analysis. In this research, the structure of Qale Morqi bridge was investigated in order to identify the bridge performance and defects that cause vibration to be induced into surrounding buildings. Numerical models of bridge were made and bridge model was loaded according to bridge Design codes. Bridge was instrumented with more than a hundred sensors, and then loading was implemented in static and dynamic steps. It was observed that the bridge vibrates intensively and instead of bending pattern, the first mode shape was torsional. Due to proximity of bridge first mode with peripheral building first mode, resonance is probable. In conclusion, some strategies for decreasing bridge vibration or preventing resonance in peripheral building arepresented.
https://ceej.aut.ac.ir/article_198_f91e1ec36ec98a6874e7a02a289b23dc.pdf
2014-01-21
55
64
10.22060/ceej.2014.198
Bridge
load testing
Vibration
displacement
Strain
Acceleration
Resonance
Ferydon
Rezaie
1
نویسنده مسئول و دکترای مهندسی عمران‐ سازه، عضو هیأت علمی دانشگاه بوعلی سینا
LEAD_AUTHOR
seyed masoud
Nasr Azadani
2
دکترای مهندسی عمران‐ راه و ترابری، عضو هیأت علمی دانشگاه علم و صنعت ایران
AUTHOR
Siyamak
Razaghi
3
کارشناس ارشد مهندسی عمران‐ سازههای هیدرولیکی، دانشگاه تبری
AUTHOR
[1]Scott D. Schiff; Joseph J. Piccirilli; Christopher M.; “Load Testing for Assessment and Rating of Highway Bridges”, 2006.
1
[2]Peeters, B.; “System identification and damage detection in civil engineering”, PhD Thesis, Katholieke University of Leuven, Belgium, 2000.
2
[3]Ataei; Aghakouchak; Marefat; Mohammadzadeh; “Sensor Fusion of a Railway Bridge Load Test using Neural Networks”, Expert Systems with Applications 29, 678–683, 2005.
3
[4]Montens M, Vollery C, Park H. Advantages of twin I beams composite solutions for highway and railway bridges. Steel Structures Int J 2003; 3(1): 65-72.
4
[5]Kavatani M, Kobayashi Y, Kawaki H. Influence of elastomeric bearings on traffic-induced vibration of highway bridges. TRR National Research Council 2000; 2(1696): 76-82.
5
[6]Yang YB, Lin CL, Yau JD, Chang DW. Mechanism of resonance and cancellation for train-induced vibrations on bridges with elastic bearings. J Sound Vibr 2004; 269: 345-360.
6
[7]Yau JD, Wu YS, Yang YB. Impact response of bridges with elastic bearings to moving loads. J Sound Vibr 2001; 248(1): 9-30.
7
[8]Green MF, Cebon D. Dynamic response of highway bridges to heavy vehicle loads: Theory and experimental validation. J Sound Vibr 1994; 170(1):51-78.
8
[9]Zhu XQ, Law SS. Dynamic load on continuous multi-lane bridge deck from moving vehicles. J Sound Vibr 2002; 251(4):697-716.
9
[10]Mohammadzadeh, S. ; “Load Testing of the Neka Bridge”, Technical report, Railway Faculty of Engineering, Science and Technology University,Tehran, Iran, 2004.
10
[11]معرفت، م. ص. " مطالعه مشکلات پل تله زنگ و راه حل . های آن" مرکز تحقیقات راه آهن، گروه خط و ابنیه، ۱۳۸۰
11
[12]Marefat; Ghahremani; Ataei; “Load Test of a Plain Concrete Arch Railway Bridge of 20-m Span” Construction and Building Materials 18, 661–667,2004.
12
[13]ANSYS Release 9.0; Documentation - ANSYS Elements Reference, 2004.
13
[14]AASHTO; Guide Specifications for Horizontally Curved Steel Girder Highway Bridges with Design Examples for I-Girder & Box-Girder Bridges, 2005.
14
ORIGINAL_ARTICLE
Numerical Simulation Scouring in Cohesive Bed around Circular Piers using Finite Volume Solution of Horizontal Turbulent Flow
Numerical solution of depth averaged equations is one of the best ways for describing of two dimensional horizontal flow and behavior of flow around circular piers. In this paper, governing equations of turbulent shallow water flow are converted to discrete form using overlapping finite volume method on triangular unstructured mesh. The equations include to the depth average equation of continuity and motion for flow model and equation for turbulence model. For simulation of scouring in cohesive bed, the results of the flow solver model are combined with the empirical relations obtained from the E-SRICOS bed scouring method which is a laboratory base method for determining rate of flow induced scouring.
https://ceej.aut.ac.ir/article_200_7fe629cd7263ba95ecb0b8293727e0a8.pdf
2014-01-21
65
72
10.22060/ceej.2014.200
Shallow Water Equations
Flow around Piers
E-SRICOS Method
Overlapping Finite Volume
Turbulent Model
Said reza
Sabbagh-Yazdi
1
دانشیاردانشکده مهندسی عمران، دانشگاه صنعتی خواجه نصیرالدین طوسی
AUTHOR
Reza
Dehghan-Naieri
2
دانش آموخته کارشناسی ارشد سازههای هیدرولیکی، دانشکده مهندسی عمران، دانشگاه صنعتی خواجه نصیرالدین طوسی،
AUTHOR
seyed said
Ashraf-Vaghefi
3
نویسنده مسئول و دانشجوی دکتری مهندسی آب، دانشکده عمران و محیط زیست، دانشگاه صنعتی امیرکبیر (پلی تکنیک تهران)
LEAD_AUTHOR
[1]صباغ یزدی، سعید رضا؛ “شبیه سازی جریان آشفته دو بعدی در اطراف پایه ها بوسیله حل عددی معادلات میانگین عمقی روی شبکه بدون ساختار مثلثی”، چهارمین کنفرانس بین المللی سواحل،بنادر و سازه های دریایی،مجتمع بندری . شهید رجائی،بندر عباس،ایران،آبان ماه ١٣٧٩
1
[2]Younes, M., Hanif Chaudhry, M. ,“A Depth-Averaged k −ε Turbulence Model for the Computation of Free Surface Flow ”, Journal of Hydraulic Research,Vol,.32 , No . 3 , pp. 415−439, 1994.
2
[3]Briaud J. L., Chen H. C., Kwak K. W., Han S. W.,and Ting F. C. K.,Multiflood And Multilayer Method for Scour Rate Predication at Bridge Piers”, Journal of Geothechnic and Geoenvironmental Engineering , pp125, February 2001.
3
[4]Briaud J .L., Ting F .C. K., Chen H. C., Gudavalli R., Perugu S. and Wei G. “SRICOS: Prediction of Scour Rate in Cohesive Soils at Bridge Piers”, Journal of Geotechnic and Geoenvironmental Engineering ,pp101, April 1999.
4
[5]Vallentine H. R., ( Applied Hydrodynamics), Butterworths و London , 1969 .
5
[6]Rodi, W., “Turbulence Models and their Application in Hydraulics”, 3Th Ed, IAHR Monograph, Balkema, Rotterdam, The Netherland.1999.
6
[7]Balas L. and Ozhan E. “ An Implicit Three- Dimensional Numerical Modeling to Simulate Transport Processes in Coastal Water Bodies ”,International Journal for Numerical Methods in Fluids,Vol. 34, pp. 307−339, 2000.
7
[8]U.S. Department of Transportation (Enhanced Abutment Scour Studies for Compound Channel) ,Mclean, 2004.
8
[9]G. Alfonsi, A. Giorgini ,“The Use of a Mixed Spectral- Finite Analytic Numerical Technique for the Analysis of the Vortex Shedding Past a Circular Cylinder”School of Civil Engineering, Purdue University West Lafayette, Indiana 47906, 1987.
9
ORIGINAL_ARTICLE
Statistical assessment of impact resistance of Reactive Powder Concrete and Steel Fiber Reinforced Reactive Powder Concrete
The application of Reactive Powder Concrete for the construction of strategic structures such as shelters is under investigation by many researchers, because of their extremely high compressive strength. In this paper, the impact resistance of Reactive Powder Concrete and Steel Fiber Reinforced Reactive Powder Concrete has been studied by using the repeated drop-weight impact test, recommended by ACI Committee 544. The results have been analyzed using statistical methods. Results show that despite the very high compressive strength of Reactive Powder Concrete; its impact resistance is very low. The impact resistance of Reactive Powder Concrete is substantially increased by application of steel fibers. Kolmogorov–Smirnov test indicated that despite large variability of the results, impact resistance of Reactive Powder Concrete and Steel Fiber Reinforced Reactive Powder Concrete obtained from the repeated drop weight test had the normal distribution.
https://ceej.aut.ac.ir/article_202_52566e44b78ef919ab51bc81c4093dde.pdf
2014-01-21
73
83
10.22060/ceej.2014.202
Reactive Powder Concrete
Steel Fiber
Impact Strength
Drop-weight test
Kolmogorov–Smirnov test
Alireza
Bagheri
1
استادیار دانشکده مهندسی عمران دانشگاه صنعتی خواجه نصیرالدین طوسی
AUTHOR
hamed
Zanganeh
2
کارشناسی ارشد مهندسی عمران دانشگاه صنعتی خواجه نصیرالدین طوسی
AUTHOR
[1]Cargile,O’Neil, Neeley, “Very-High-Strength Concretes for Use in Blast- and Penetration-Resistant Structures”, The AMPTIAC Quarterly, Vol.6, NO.4,pp. 61-66, 2001.
1
[2]Bagheri, Zanganeh, “Energy Absorption of Reactive Powder Concrete (RPC) in Static and Impact Loadings”, CSCE 2007 Annual General Meeting &Conference, Yellowknife ,Northwest Territories,June 6-9, 2007.
2
[3]Nataraja, Nagaraj, Basavaraja, “Reproportioning of steel fibre reinforced concrete mixes and their impact resistance”, Cement and Concrete Research, Vol.35,pp. 2350-2359, 2005.
3
[4]Marar Kh., Eren Ö., Çelik T., “Relationship between impact energy and compression toughness energy of high-strength fiber-reinforced concrete”, Materials Letters, Vol.47, pp. 291-304, 2001.
4
[5]Nataraja M.C., Dhang N., Gupta A.P., “Statistical variations in impact resistance of steel fiberreinforced concrete subjected to drop weight test”,Cement and Concrete Research, Vol.29, pp. 989–995, 1999.
5
[6]Fanella DA, Naaman AE., “Stress-strain properties of fiber reinforced mortar in compression”, ACI Journal, Vol.82, pp. 457–483, 1985.
6
[7]Hancox N.L., “Impact behaviour of fibre-reinforced composite materials and structures”, Edited by Reid and Zhou, CRC Press, 2000.
7
[8]American Concrete Institute (ACI)-544.2R Committee report on Fiber Reinforced Concrete,1999.
8
[9]Zhao, “A study on testing Techniques for Concrete- like materials under compressive impact loading”,Cement and Concrete Composites, Vol.20, pp. 293-299, 1998.
9
[10]Song, Wu, Hwang, Sheu, “Assessment of statistical variations in impact resistance of high-strength concrete and high-strength steel fiber-reinforced concrete”, Cement and Concrete Research, Vol.35,pp. 393-399, 2005.
10
[11]Badr, Ashour, Platten, “Statistical variations in impact resistance of polypropylene fibre-reinforced concrete”, International Journal of impact engineering, Vol.32, pp. 1907-1920, 2006.
11
[12]Song, Hwang, Sheu, “Strength properties of nylon and polypropylene-fiber-reinforced concretes”,Cement and Concrete Research, Vol.35, pp. 1546-1550, 2005.
12
[13]Nataraja, Nagaraj, Basavaraja, “Reproportioning of steel fibre reinforced concrete mixes and their impact resistance”, Cement and Concrete Research, Vol.35,pp. 2350-2359, 2005.
13
[14]Bader, Ashour, “Modified ACI Drop-weight impact test for concrete”, ACI materials Journal, Vol.102,No.4, Pp.249-255, 2005.
14
[15]Neville A. M., “Properties of Concrete”, 1995.
15
[16]Richard P., Chyerezy M., “Composition of Reactive Powder Concretes”, Cement and Concrete Research, Vol.25, No.7, Pp.1501-1511, 1995.
16
[17]Collepardi M. et al, “Influence of superplasticizer type on the compressive strength of Reactive powder mortars”, ACI SP 173-27, 1997.
17
[18]Toutanji, McNeil, Bayasi, “Chloride permeability and impact resistance of Polypropylene-fiberreinforced silica fume concrete”, Cement and Concrete Research, Vol.28, No.7, pp. 961–968,1998.
18
[19]Sheskin D.J. “Handbook of Parametric and Nonparametric Statistical Procedures”, 3rd ed,Champan Hall/CRC, 2004
19
[20]Song, Wu, Hwang, Sheu, “Statistical analysis of impact strength and strength reliability of steelpolypropylene hybrid fiber reinforced concrete”,Construction and Building Materials, Vol.19, pp. 1-9, 2005.
20
[21]Kar, Mohanty, “Multistage gearbox condition monitoring using motor current signature analysis and Kolmogorov–Smirnov test”, Journal of Sound and Vibration, Vol. 290, pp.337–368, 2006.
21
[22]Balaguru P.N., Shah S.P., “Fiber reinforced cement composites”, McGrawhill. 1992.
22
[23]Richard P., Cheyrezy M. “Reactive Powder Concrete with high ductility and 200-800 MPa compressive strength”, ACI spring convention, SP 144-24, San Francisco, California, 1994.
23
[24]Wittmann F.H. “Crack formation and fracture energy of normal and high-strength concrete”,Sādhanā Vol.27, Part 4, Pp. 413–423, August 2002.
24
[25]Orgass, M.; Klug, Y., “Steel Fibre Reinforced Ultra- High Strength Concretes”, Leipzig Annual Civil Engineering Report No. 9, Pp. 233 – 244, 2004.
25
[26]Collepardi S., Coppola L., Troli R., Collepardi M., “Mechanical properties of modified reactive powder concrete”, Proceedings of the Fifth conference on superplastizers and other chemical admixtures in concrete, ACI publication SP-173, Rome, Italy, Pp.
26
1-21, 1997.
27
[27]Graybeal B.A., “Characterization of the behavior of ultra high performance conncrete”, Ph.D. Thesis,University of Maryland, United States, 2005.
28
[28]Ma J., Orgass M., “Comparative investigations on Ultra-High Performance Concrete with and without coarse aggregates”, Leipzig Annual Civil Engineering Report No. 9, Pp. 245 – 256, 2004.
29