ORIGINAL_ARTICLE
A relationship to estimate the optimal drilling mud pressure in oil wells in carbonate formations of southern Iran oil fields
The analysis and prediction of well wall stability is considered as one of the most important and critical points in drilling operations. The instability of the well wall is one of the most serious problems in the oil and gas well drilling industry because it can lead to loss of part of the well or its entirety, which ultimately results in delays in operations, increased costs Drilling and delay will occur at the time of operation. One of the most important ways to cope with this problem is to determine the optimal drilling mud pressure. The pressure of the mud should be so high that it is in proportion to the amount of tension in the pores and pockets, and to the extent that the well after the large tensile fractures caused by the high pressure of the mud, as well as the shear fractures due to low pressure It will be safe. The aim of this study was to obtain a relationship to estimate the optimal drilling mud pressure in wells in the oil-rich regions of southern Iran. To achieve this goal, information of a number of oil wells was collected in the oil fields of southern Iran and then, using FLAC2D software, a limited-scale numerical program limited to oil wells, oil wells were analyzed in two Equilibriums and equilibriums modes have been investigated. Ultimately, for determination of the stability of the optimum drilling mud in the elastoplastic method, the method of determining the normalized level of NYZA has been used. In each step, optimal drilling mud pressure is calculated and finally, a correlation is presented using SPSS software through multivariate linear regression. This relationship is a linear relationship in which the optimal drilling mud pressure is estimated by parameters of minimum and maximum horizontal tensions, pore pressure, internal friction angle and cohesion.
https://ceej.aut.ac.ir/article_3498_9ea1544b2fea53f7f40134a99edc5c6f.pdf
2020-12-21
2401
2414
10.22060/ceej.2019.16129.6135
Oil well stability: Optimal drilling mud pressure: Southern oil fields: NYZA method
Naser
Behnam
naserbehnam69@gmail.com
1
Imam Khomeini international university
AUTHOR
Mehdi
Hosseini
mahdi_hosseini@ikiu.ac.ir
2
Imam Khomeini international university
LEAD_AUTHOR
Sina
Shahbazi
sina_ocn@yahoo.com
3
Imam Khomeini international university
AUTHOR
[1] G. Xu, Wellbore stability in geomechanics, University of Nottingham, 2007.
1
[2] D. Wiprut, M. Zoback, High horizontal stress in the Visund field, Norwegian North Sea: consequences for borehole stability and sand production, in: SPE/ISRM Rock Mechanics in Petroleum Engineering, Society of Petroleum Engineers, 1998.
2
[3] S. Shahbazi, Numerical modeling of the oil well behavior in shale formations M.Sc. Thesis, Imam Khomeini international university, 2015. (in Persian).
3
[4] N. Sasaninia, F. Rezai Mirghaed, A. Shabkouhi kahkesh, Determination of the optimal interval of drilling mud pressure using FLAC software in one of the oil fields of southwest Iran, in: the international conference of research in science and technology, 2015. (in Persian).
4
[5] O. Farzai, S.A. Khatibi, Determination of optimal mud pressure in Kangan and upper Dalan formations based on core data, in: the 2nd national conference on petroleum Geomechanics 2015. (in Persian).
5
[6] R. Asgari, M. Heidarizadeh, H. Memarian, Studying the stability of the well and determining the range of mud weight using NYZA method in one of the oil fields in southern Iran Oil and gas exploration and production, 96(146) (2017) 59-65. (in Persian).
6
[7] S.M. Fatemi Aghda, M. Talkhabo, A. Taheri Haji Vand, Geomechanics modeling and determination of safe mud window to prevent instability of the wellbore wall (case study: one of the oil fields in southwest Iran), in: the national conference on geology and exploration of resources, Shiraz, 2014. (in Persian).
7
[8] A. Movahedinia, M.K. Ghasem Alaskari, M.Yarahmadi, Estimation of optimal mud pressure using different failure criterion in directional wells (case study: well 5sk2 in Salman oil field), Petroleum Research, 23(73) (2013) 104112. (in Persian).
8
[9] R. Asgari, M.A. Aghighi, N.A. Ghavidel, R. Balghan Abadi, The stability of the wellbore and the determination of optimal mud pressure in one of the oil fields in southern Iran, in: the first oil geomechanics conference, 2015. (in Persian).
9
[10] M.A. Chamanzad, S. Nowruzi Bazminabadi, A. Ramezanzade, B.V. Tokhmchi, H. Nowruzi, Geomechanical modeling and determination of safe mud window (case study: a well in Azadegan oil Field), in: The first national conference on petroleum geomechanics, 2015. (in Persian).
10
[11] Sh. Maleki, M. Ebrahimi, A. Moradzade, F. Sadeghzade, Determining the optimal mud weight using the MohrCoulomb failure criteria for the stability of oil wells (Case study: one of the oil fields of southern Iran), in: the first petroleum technical conference and exhibition, 2013. (in Persian).
11
[12] E. Fjar, R.M. Holt, A. Raaen, R. Risnes, P. Horsrud, Petroleum related rock mechanics, Elsevier, 2008.
12
[13] M.S. Ameen, B.G. Smart, J.M. Somerville, S. Hammilton, N.A. Naji, Predicting rock mechanical properties of carbonates from wireline logs (A case study: Arab-D reservoir, Ghawar field, Saudi Arabia), Marine and Petroleum Geology, 26(4) (2009) 430-444.
13
[14] J.-L. Yuan, J.-G. Deng, Q. Tan, B.-H. Yu, X.-C. Jin, Borehole stability analysis of horizontal drilling in shale gas reservoirs, Rock Mechanics and Rock Engineering,46(5) (2013)1157-1164 .
14
[15] A.R. Najibi, M. Ghafoori, G.R. Lashkaripour, M.R. Asef, Empirical relations between strength and static and dynamic elastic properties of Asmari and Sarvak limestones, two main oil reservoirs in Iran, Journal of Petroleum Science and Engineering, 126 (2015) 78-82.
15
[16] A.H.A. Ali, T. Brown, R. Delgado, D. Lee, D. Plumb, N. Smirnov, R. Marsden, E. Prado-Velarde, L. Ramsey, D. Spooner, Watching rocks change—Mechanical earth modeling, Oilfield Review, 15(1) (2003) 22-39.
16
[17] S. Maleki, R. Gholami, V. Rasouli, A. Moradzadeh, R.G. Riabi, F. Sadaghzadeh, Comparison of different failure criteria in prediction of safe mud weigh window in drilling practice, Earth-Science Reviews, 136 (2014) 36-58.
17
[18] S. Khan & D. Zou, Analysis of wellbore stability in underbalanced drilling, in: Proceedings of the International Symposium of the International Society for Rock Mechanics, Liège, 2006.
18
[19] C.D. Hawkes, P.J. McLellan, Modeling of yielded zone enlargement around a wellbore, in: 2nd North American Rock Mechanics Symposium, American Rock Mechanics Association, 1996.
19
[20] a.M.R.R. M. Esmailian, Comprehensive SPSS 22 Help ublished by Dibagaran Tehran Art & Cultural Institute., Tehran, 2015.
20
ORIGINAL_ARTICLE
Energy Balance on Steel Structure with Pall Damper under Blast Loading
Plenty of factors produce the input energy to a structure. Earthquakes and Blats each one induces an energy to the structure and it must balance between input energy and the cumulative internal energies; otherwise, damage will happen in the structure. Blast is one of the rare occurrences that can happen in the life time of a building. The number of explosive attacks on civilian structures has recently increased. Energy absorbers have being paid attention in order to control the vibrations. One of these energy absorbers is Pall damper. Considering the essence of Blast, which is the result of releasing energy, and the basis of energy absorbers which plays the role of getting the input energy of the structure, investigating the energy balance in structures having energy absorbers can help us understand the behavior of structures under Blast loads truly. Thus, in this study, it is tried to focus on the behavior of steel structures having Pall friction damper under various Blast loading, by use of energy balance concepts.
https://ceej.aut.ac.ir/article_3515_4bd4cfc5a0e6d1d600a46d0b8fe37ee1.pdf
2020-12-21
2415
2434
10.22060/ceej.2019.16340.6192
Blast: Energy Balance: Steel Structure: Pall Damper
majid
moradi
majid_moradi68@yahoo.com
1
Babol Noshirvani University of Technology
AUTHOR
Hamidreza
Tavakoli
tavakoli@nit.ac.ir
2
Babol Noshirvani University of Technology
LEAD_AUTHOR
[1] H. Tavakoli, M.M. Afrapoli, Robustness analysis of steel structures with various lateral load resisting systems under the seismic progressive collapse, Engineering Failure Analysis, 83 (2018) 88-101.
1
[2] H. Tavakoli, F. Kiakojouri, Influence of sudden column loss on dynamic response of steel moment frames under blast loading, (2013).
2
[3] H. Tavakoli, F. Kiakojouri, Progressive collapse of framed structures:: Suggestions for robustness assessment, Scientia Iranica. Transaction A, Civil Engineering, 21(2) (2014) 329.
3
[4] H. Tavakoli, A.R. Alashti, Evaluation of progressive collapse potential of multi-story moment resisting steel frame buildings under lateral loading, Scientia Iranica, 20(1) (2013) 77-86.
4
[5] H.R. Tavakoli, F. Naghavi, A.R. Goltabar, Effect of base isolation systems on increasing the resistance of structures subjected to progressive collapse, Earthq.
5
Struct, 9(3) (2015) 639-656.
6
[6] N. Fallah, S. Honarparast, NSGA-II based multiobjective optimization in design of Pall friction dampers, Journal of Constructional Steel Research, 89 (2013) 75-85.
7
[7] F. Taiyari, F.M. Mazzolani, S. Bagheri, Damage-based optimal design of friction dampers in multistory chevron braced steel frames, Soil Dynamics and Earthquake Engineering, 119 (2019) 11-20.
8
[8] B. Wu, J. Zhang, M. Williams, J. Ou, Hysteretic behavior of improved Pall-typed frictional dampers,
9
Engineering Structures, 27(8) (2005) 1258-1267.
10
[9] M. Dicleli, A. Mehta, Effect of near‐fault ground motion and damper characteristics on the seismic performance of chevron braced steel frames, Earthquake engineering & structural dynamics, 36(7) (2007) 927-948.
11
[10] S. Szyniszewski, T. Krauthammer, Energy flow in progressive collapse of steel framed buildings, Engineering Structures, 42 (2012) 142-153.
12
[11] S. Guruprasad, A. Mukherjee, Layered sacrificial claddings under blast loading Part I—analytical studies, International Journal of Impact Engineering, 24(9) (2000) 957-973.
13
[12] M. Loizeaux, A.E. Osborn, Progressive Collapse—An Implosion Contractor’s Stock in Trade, Journal of performance of constructed facilities, 20(4) (2006) 391-402.
14
[13] Y. Ding, X. Song, H.-T. Zhu, Probabilistic progressive collapse analysis of steel frame structures against blast loads, Engineering Structures, 147 (2017) 679-691.
15
[14] F. Zhang, C. Wu, X.-L. Zhao, A. Heidarpour, Z. Li, Experimental and numerical study of blast resistance of square CFDST columns with steelfibre reinforced concrete, Engineering Structures, 149 (2017) 50-63.
16
[15] S. Hashemi, M. Bradford, H. Valipour, Dynamic response and performance of cable-stayed bridges under blast load: Effects of pylon geometry, Engineering Structures, 137 (2017) 50-66.
17
[16] J. Li, H. Hao, C. Wu, Numerical study of precast segmental column under blast loads, Engineering Structures, 134 (2017) 125-137.
18
[17] T. Ngo, P. Mendis, A. Gupta, J. Ramsay, Blast loading and blast effects on structures–an overview, Electronic Journal of Structural Engineering, 7(S1) (2007) 76-91.
19
ORIGINAL_ARTICLE
Behavior Study of the Gypsiferous Sand Soil of AlNajaf City with Presence of Matric Suction Using Unsaturated Triaxial Device
Al-Najaf city is considered one of the gypsiferous rich soils cities in Iraq. When a building is constructed on a gypsiferous soil in the unsaturated state, no effective settlement will be distinguished. When a gradual saturation has occurred, the soil gives a clear deformation and may be collapsed. This paper presents how the degree of saturation can affect on the deformation of a gypsum sand soil. A triaxial test device has been modified to have the ability for unsaturated tests. The soil samples were taken from Al-Najaf city in Iraq. Disturbed samples with two different gypsum contents; 14% and 29%, are tested with the presence of different matric suctions, initial matric suction, 60% initial matric suction, 30% initial matric suction and zero matric suction. A loading-path was adopted to symbolize when construction is built on a gypsiferous sand soil in a specific matric suction (specific degree of saturation). In addition to the previous tests, two conventional saturated tests (CD) were added under the above mentioned of confining stresses. The results were when increasing matric suction, the stiffness and shear strength are reduced and the volumetric strains increase significantly. The percentage increases are 60% and 50% under confining pressure of 100 kPa and 200 kPa, respectively for the two selected gypsum contents. The results of this study can be used to estimate the settlement that results from decreasing matric suction due to water table rise or other phenomena.
https://ceej.aut.ac.ir/article_3519_5f26f84cc4a221c973164b592dc0bd5c.pdf
2020-12-21
2435
2450
10.22060/ceej.2019.16339.6194
Al
Najaf : Gypsum Sand Soil : Modified Triaxial Cell : Volumetric Strains : Matric Suction
Mustafa
Abdalhusein
mustafa.abdalhusein@mail.um.ac.ir
1
Civil Engineering Department, Engineering Faculty, Ferdowsi University of Mashhad, Iran
AUTHOR
Ali
Akhtarpour
akhtarpour@um.ac.ir
2
Civil Engineering Department, Engineering Faculty, Ferdowsi University of mashhad,Mashhad,Iran
LEAD_AUTHOR
Mohammed
Mahmood
mohammedsh.alshakarchi@uokufa.edu.iq
3
Civil Engineering Department, Engineering Faculty, Kufa University, Iraq
AUTHOR
[1] Fredlund, D.G. and Rahardjo, H. 1993. Soil mechanics for unsaturated soils, John Wiley & Sons, Canada.
1
[2] Lu, N. and Likos, W. J. 2004. Unsaturated soil mechanics,
2
1st ed, Wiley, Canada.
3
[3] Fredlund, D. G., and Morgenstern, N. R. 1977. “Stress state variables for unsaturated soils”. Journal of Geotechnical Division, 103(5), pp. 447-466.
4
[4] Handoko, L., Yasufuku, N., Oomine, K., and Hazarika, H.
5
“Suction controlled triaxial apparatus for saturatedunsaturated soil test”. International Journal of Geomate, 4(1), pp. 466-470.
6
[5] Escario, V., and Saez, J. 1986. “The shear strength of partly saturated soils”. Geotechnique, 36(3), pp. 453-456.
7
[6] Rassam, D. W., and Freeman, C. 2002. “Predicting the shear strength envelope of unsaturated soils”.
8
Geotechnical Testing Journal, GTJODJ, 25(2), pp. 215–
9
220, DOI: org/10.1520/GTJ11365J
10
[7] Guan, G. S., Rahardjo, H., and Choon, L. E. 2009. “Shear strength equations for unsaturated soil under drying and wetting”. Journal of Geotechnical and Geoenvironmental
11
Engineering, 136(4), pp. 594-606, DOI: 10.1061/(ASCE)
12
GT.1943-5606.0000261
13
[8] Tami, D., Rahardjo, H., and Leong, E. C. 2007. “Characteristics of scanning curves of two soils”. Soils and Foundations, 47(1), pp. 97-108, DOI: org/10.3208/ sandf.47.97
14
[9] Liu, Q., Yasufuku, N., Omine, K., and Hazarika, H. 2012. “Automatic soil water retention test system with volume change measurement for sandy and silty soils”. Soils and Foundations, 52(2), pp. 368-380, DOI:10.1016/j. sandf.2012.02.012.
15
[10] [Mendoza, C. and Colmenares, J. (2006). “Influence of the suction on the stiffness at very small strains.” 4th Int. Conf. on Unsaturated Soils, ASCE, pp. 529-540, DOI: 10.1061/40802(189)40
16
[11] Nyunt, T. T., Leong, E. C., and Rahardjo, H. 2011. “Strength and small-strain stiffness characteristics of unsaturated sand”. Geotechnical Testing Journal, 34(5), pp. 551-561, DOI: 10.1520/GTJ103589, ISSN 0149-6115
17
[12] Shen, Z., Jiang, M., and Thornton, C. 2016. “Shear strength of unsaturated granular soils: three-dimensional discrete element analyses”. Granular Matter, Springer, 18(3), pp. 37, DOI: 10.1007/s10035-016-0645-x
18
[13] Haeri, S. M., Garakani, A. A., Khosravi, A., and Meehan, Ch. L. 2014. “Assessing the hydro mechanical behavior of collapsible soils using a modified triaxial test device”. Geotechnical Testing Journal, 37(2), pp. 190–204, DOI: 10.1520/GTJ20130034, ISSN 0149-6115
19
[14] Ng, Ch. W. W. and Menzies, B. 2007. Advanced unsaturated soil mechanics and engineering, 1st ed., Taylor & Francis Group, Canada.
20
[15] Aldaood, A., Bouasker, M. and Al-Mukhtar, M. 2013. “Stability behavior of lime stabilized gypseous soil under long-term soaking”. 2nd Int. Conf. on Geotechnical and Earthquake Engineering, pp. 170-177.
21
[16] Solis, R. and Zhang, J. (2007). “Gypsiferous soils: an engineering problem.” 11th Multidisciplinary Conf. on Sinkholes and the Engineering and Environmental Impacts of Karst, ASCE, Florida, U.S.A., DOI: 10.1061/41003(327)72
22
[17] Al-Shakerchy, M. Sh. M., 2007. “Geotechnical properties of Al Najaf city soil with emphasis on the infiltration and strength characteristics”. PhD Thesis, Building and Construction Dept., University of Technology, Baghdad, Iraq.
23
[18] Al-Saoudi, N. K. S. and Al-Shakerchy, M. Sh. M. (2010). “Statistical analysis of some geotechnical properties of Najaf city.” Proc. Int. Geotechnical Conference, Vol. 3, Moscow, Russia, pp. 1173-1180.
24
[19] Al-Saoudi, N., Al-Khafaji, A. and Al-Mosawi, M. (2013). “Challenging problems of gypseous soils in Iraq.” Proc. 18th Int. Conf. on Soil Mechanics and Geotechnical Engineering, France, pp. 479-482.
25
[20] Razouki, S. S., and Al-Azawi, M. S. 2003. “Long–term soaking effect on strength and deformation characteristics of a gypsiferous subgrade soil”. Engineering Journal of the University of Qatar, 16, pp. 49-60.
26
[21] Salman, A. D. 2011. “Soaking effects on the shear strength parameters and bearing capacity of soil”. Eng. & Tech. Journal, University of Technology, Baghdad, Iraq, 29(6), pp. 1107-1123.
27
[22] Mahmood, M. Sh. 2017. “Effect of time-based soaking on shear strength parameters of sand soils”. Applied Research Journal, Iran, 3(5), pp. 142-149.
28
[23] Mahmood, M. Sh. 2018. “Effect of soaking on the compaction characteristics of Al-Najaf sand soil”. Kufa Journal of Engineering, Iraq, 9(2), pp. 1-12.
29
[24] Razouki, S. S., and Salem, B. M. 2014. “Soaking–drying frequency effect on gypsum-rich roadbed sand”. International Journal of Pavement Engineering, 15(10),
30
933-939, DOI:10.1080/10298436.2014.893326
31
[25] Razouki, S. S., and Salem, B. M. 2015. “Impact of soaking–drying cycles on gypsum sand roadbed soil”.
32
Transportation Geotechnics, 2, pp. 78-85, DOI:10.1016/j. trgeo.2014.11.003
33
[26] Akhtarpour, A., Mahmood, M. Sh., Almahmodi, R. and Abdal Husain, M. M. (2018). “Settlement of gypseous sand upon short-term wetting.” Proc. Int. Cong. on Engineering and Architecture, Alanya, Turkey, pp. 18071820.
34
[27] Ahmed, K. I., 2013. “Effect of gypsum on the hydromechanical characteristics of partially saturated sandy soil”. PhD Thesis, Cardiff University, UK.
35
[28] Abdal Husain, M. M., Akhtarpour, A. and Mahmood, M. Sh. 2018. “Wetting challenges on the gypsiferous soils.” Proc. 4th Int. Cong. on Sustainable Development, Shiraz, Iran.
36
[29] Aversa, S., and Nicotera, M. 2002. “A triaxial and oedometer apparatus for testing unsaturated soils”. Geotechnical Testing Journal, 25(1), pp. 3-15, DOI: 10.1520/GTJ11075J, ISSN 0149-6115
37
[30] Cabarkapa, Z., and Cuccovillo, T. 2006. “Automated triaxial apparatus for testing unsaturated soils”. Geotechnical Testing Journal, 29(1), pp. 21-29, DOI: org
38
/10.1520/GTJ12310. ISSN 0149-6115
39
[31] Padilla , J. M., Houston, W. N., Lawrence, C. A., Fredlund, D. G., Houston, S. L. and Perez, N. P. (2006). “An automated triaxial testing device for unsaturated soils.” 4th Int. Conf. on Unsaturated Soils, ASCE, pp. 1775-1786, DOI: 10.1061/40802(189)149
40
[32] Haeri S.M., Zamani A. and Garakani A.A. 2012. “Collapse potential and permeability of undisturbed and remolded loessial soil samples”. Unsaturated Soils: Research and Applications, Springer, Berlin, Germany, pp. 301-308, DOI: 10.1007/978-3-642-31116-1_41
41
[33] Ahmad, F., Said, M. A., and Najah, L. 2012. “Effect of leaching and gypsum content on properties of gypseous soil”. International Journal of Scientific and Research Publications, 2(9), pp. 1-5.
42
[34] Al-Dabbas, M. A., Schanz, T., and Yassen, M. J. 2010. “Comparison of gypsiferous soils in Samarra and Karbala areas, Iraq”. Iraqi Bulletin of Geology and Mining, 6(2), pp. 115- 126.
43
[35] Barazanji, A. F., 1973. “Gypsiferous soils of Iraq”. DSc Thesis; State University of Ghent, Belgium.
44
[36] Nashat, I. H., 1990. “Engineering characteristics of some gypseous soil in Iraq”. PhD Thesis, University of Baghdad, Baghdad, Iraq.
45
[37] Al- Mufty A. A., 1997. “Effect of gypsum dissolution on the mechanical behavior of gypseous soils”. PhD Thesis, University of Baghdad, Baghdad, Iraq.
46
[38] Ladd, R. S. 1978. “Preparing test specimens using undercompaction”. Geotechnical Testing Journal, GTJODJ, 1(1), pp. 16-23.
47
ORIGINAL_ARTICLE
Reliability analysis for static stability of reinforced soil
In this study the stability of the flexible walls and the type of reinforced soil walls are evaluated to examine the stability and design the retaining walls with reliability method which gives more realistic results than other design methods. In this paper, using related softwares the effect of various parameters such as internal friction angle, soil specific gravity, reinforcement resistance, friction angle between the soil and the retaining wall, load, assuming uncertainty in the parameters and also the investigation the correlation of parameters will be investigated on the stability of reinforces soil walls after analyzing and determining the effective parameters among these parameters, we will analysis the sensitivity of these parameters to see which of these parameters has more influence on the stability of reinforces soil walls. Two types of stability are considered in reinforces soil walls which include external stability and internal stability.
https://ceej.aut.ac.ir/article_3517_b2ff7d30d4c25ef289f19af1d3418856.pdf
2020-12-21
2451
2470
10.22060/ceej.2019.16349.6197
Reinforced soil: Geosynthetics: Stability: Uncertainty: Reliability: Sensitivity analysis
Naser
Shabakhty
shabakhty@iust.ac.ir
1
Iran University of Science & Technology
AUTHOR
Saeed
Ghaffarpour Jahromi
saeed_ghf@sru.ac.ir
2
Shahid Rajaee Teacher Training University
LEAD_AUTHOR
Rebin
Ahmadi
rebin.ahmadii@gmail.com
3
Shahid Rajaee Teacher Training University
AUTHOR
[1] C. Jones, J. , Earth reinforcement and soil structures, (1985).
1
[2] M.K. (1999), Investigating the stability of geosynthetic walls (In Parsian), (1999).
2
[3] D. Tobutt, Monte Carlo simulation methods for slope stability, Computers & Geosciences, 8(2) (1982) 199-208.
3
[4] A.T. Genske DD, Reliability analysis of reinforced earth retaining structures subjected to earthquake loading, Soils and Foundations, 31(4) (1991) 48-60.
4
[5] K.M.a.D.K. Byung S. C., A Study on Reliability Analysis for Reinforced Earth Retaining Walls, GeoAsia Proceeding Conference, (1998) 248-254.
5
[6] B.C. Chalermyanont T, Reliability-based design for internal stability ofmechanically stabilized earth walls, Geotech Geoenviron En, 130(2) (2004) 163-173.
6
[7] D.G. Sayed S, Reliability analysis of reinforced soil walls under static and seismic forces, Geosynthetics International, 15(4) (2008) 246-257.
7
[8] G.L.S.B. B. Munwar Basha Reliability-based load and
8
resistance factor design approach, Soil Dynamics and Earthquake Engineering, 60(1) (2013) 8-21.
9
[9] D.V. Griffiths, Fenton, G. A., Probabilistic Methods in Geotechnical Engineering, (2007).
10
[10] N.Z. Chen Jingyu, Case Study on the Typical Failure Modes and Reliability of Reinforced-Earth Retaining Wall, The Electronic Journal of Geotechnical Engineering, 21(1) (2016) 305-317.
11
[11] M. Powers, Reliability Analysis of Geosynthetic Reinforced Soil Walls, (2017).
12
[12] P.E. M. Myint Lwin, S.E., Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes, U.S. Department of Transportation, (2010).
13
[13] J.N. 308, Retaining wall design guide (In Parsian), (2005).
14
[14] S.M.a.G.B. M., Structural Trust Theory (In Parsian, (2014).
15
[15] A.M. Hasofer, and Lind, N. C., Exact and Invariant Second-Moment Code Format, Journal of the Engineering Mechanics Division ASCE, 100(1) (1974) 111-121.
16
[16] G.L.S.B. B. Munwar Basha Optimum Design for External Seismic Stability of Geosynthetic Reinforced Soil Walls: Reliability Based, Journal of Geotechnical and Geoenvironmental Engineering, 136(6) (2007) 95-109.
17
[17] A.S.N.a.K.R. C., Reliability of Structures, (2012).
18
[18] K.K.P.a.J. Ch., Risk and Reliability in Geotechnical Engineering, (2017).
19
ORIGINAL_ARTICLE
Effect of natural Basalt fibers on mechanical properties of clay Rey town
A mechanical method for soil stabilization is the use of reinforcing elements such as geotextiles, geogrids and natural or artificial fibers. A new type of fiber that has a natural origin and its production and application has the least environmental impact is basalt fiber. In this study, in addition to index tests, a series of experiments including modified Proctor compaction test, uniaxial compressive strength test and indirect tensile strength test and SEM electron microscopy on stabilized clay with Basalt fibers with random distribution were carried out. The focus of this research was mainly on the effect of fibers length and weight percentage on soil resistance parameters. For this purpose, basalt fibers were mixed with soil in weight percentages of 0.25, 0.5, 0.75, 1, 1.5, 2 and with three different lengths of 6, 12, 25 mm, then compressed with optimum moisture content.
https://ceej.aut.ac.ir/article_3514_638bb6481de454031b0bc9c26cd94dcb.pdf
2020-12-21
2471
2486
10.22060/ceej.2019.16360.6199
Soil Stabilization
Basalt fiber
Uniaxial compressive strength
Tensile Strength
SEM electron microscopy test
Nastaran
Khorram
ns.khoram@gmail.com
1
Msc Student, Geotechnic Engineer, University of Qom
AUTHOR
Ali M.
Rajabi
amrajabi@ut.ac.ir
2
Faculty member, Engineering Geology, Tehran University
LEAD_AUTHOR
[1] B.a. Roshandel. (1378). “Investigating different methods of soil stabilization and stone materials pavement ”. Geotechnic and Materials Strength, No. 83(in Parsian).
1
[2] P.K. Pradhan, R.K. Kar, A. Naik. (2012). “Effect of random inclusion of polypropylene fibers on strength characteristics of cohesive soil”. Geotechnical and Geological Engineering, 30(1) 15-25.
2
[3] H. Ghiassian, D. Holtz. (2005). “Geosynthetic cellular systems (GCS) in coastal application”. Report University of Washington, Deptartment of Civil & Environment Engineering.
3
[4] X.-p. ZHANG, B. SHI. (2008). “Experimental Study on Reinforced Fiber Expansive Soil ”. Journal of Yangtze River Scientific Research Institute, 4 60-62.
4
[5] D. Wang, L. Wang, X. Gu, G. Zhou. (2013). “Effect of basalt fiber on the asphalt binder and mastic at low temperature”. Journal of materials in civil engineering, 25(3) 355-364.
5
[6] X.S. Zhuang, X.Y. Yu. (2015). “Experimental Study on Strength Characteristics of Lime-basalt Fiber Reinforced Expansive Soil”. in: Applied Mechanics and Materials, Trans Tech Publ, pp. 495-498.
6
[7] L. Gao, G. Hu, N. Xu, J. Fu, C. Xiang, C. Yang. (2015). “Experimental study on unconfined compressive strength of basalt fiber reinforced clay soil”. Advances in Materials Science and Engineering.
7
[8] R. SHahreza Gamasayi, H. SHahreza Gamasayi .(1395). “Investigating the effect of using basalt and polypropylene fibers on concrete performance characteristics”. International Congress on Civil,Architecture and Urban contemporary world (in Persian).
8
[9] A.a. Hajati modarayi, M. sheykhi. (1395). “Investigating the effect of basalt fiber on the mechanical properties of light weight concrete”. Third International Conference on Civil Engineering, Architecture and Urban Development(in Parsian).
9
[10] B. Tahmuresi, M.s. Tahmuresi, A. Sadr momtazi, J. Baran doost. (1395). “Investigating the effect of different amounts of silica and chopped basalt fiber on the physical and mechanical properties of fiber reinforced cement composites”. The National Seminar on Environmentally-Friendly Concretes (in Parsian).
10
[11] C. Ndepete, S. Sert. (2016). “Use of basalt fibers for soil improvement”. Acta Physica Polonica A, 130(1) 355-356.
11
[12] M.E. Orakoglu, J. Liu. (2017). “Effect of freeze-thaw cycles on triaxial strength properties of fiber-reinforced clayey soil”. KSCE Journal of Civil Engineering, 21(6) 2128-2140.
12
[13] R. Ayothiraman, A. Singh. (2017). “Improvement of soil properties by basalt fibre reinforcement”. in: Proc., DFI-PFSF Joint Conf. on Piled Foundations & Ground Improvement Technology for the Modern Building and Infrastructure Sector, pp. 403-412.
13
[14] E. Kravchenko, J. Liu, W. Niu, S. Zhang.(2018). “Performance of clay soil reinforced with fibers subjected to freeze-thaw cycles”. Cold Regions Science and Technology, 153 18-24.
14
[15] D. Wang, Y. Ju, H. Shen, L. Xu .(2019). “Mechanical properties of high performance concrete reinforced with basalt fiber and polypropylene fiber”. Construction and Building Materials, 197 464-473.
15
[16] A. Diambra, E. Ibraim, D.M. Wood, A. Russell. (2010). “Fibre reinforced sands: experiments and modelling”. Journal of Geotextiles and geomembranes, 28(3) 238-250.
16
[17] N. Cristelo, V.M. Cunha, A.T. Gomes, N. Araújo, T. Miranda, M. de Lurdes Lopes. (2017). “Influence of fibre reinforcement on the post-cracking behaviour of a cement-stabilised sandy-clay subjected to indirect tensile stress”. Construction and Building Materials, 138 163-173.
17
[18] Y. Yilmaz.(2009) “Experimental investigation of the strength properties of sand–clay mixtures reinforced with randomly distributed discrete polypropylene fibers”. Geosynthetics International, 16(5) 354-363.
18
[19] B. Darvell. (1990). “Uniaxial compression tests and the validity of indirect tensile strength”. Journal of Materials Science, 25(2) 757-780.
19
ORIGINAL_ARTICLE
Experimental investigating on hydraulic parameters of vertical drop equipped with combined screens
In many overflow structures such as vertical drops, using the flow energy dissipator and investigating the subsequent effect on the hydraulic parameters are the most important issues in hydraulics. This study experimentally investigates the behavior of hydraulic parameters through the utilization of combined screens (horizontal-vertical) in vertical drops. The results revealed that the utilization of the screens combined with vertical drops reduces the relative mixing length and increases the relative pool depth and relative energy loss with respect to a plain vertical drop. It was also observed that the increase in the relative critical depth result in the increase in the relative wetted length of the vertical screens, the relative mixing length and the relative pool depth, and decrease in the relative energy loss. Evaluating the total energy dissipation of system by the effective components of energy dissipation exhibited that, by increasing relative critical depth, the performance of vertical drop equipped with horizontal screen decreases and the performance of vertical screen increases. However, the contribution of vertical drop equipped with a horizontal screen is more than 82% of the total energy loss of the system. Also, increasing the porosity of screen reduces the relative wetted length of horizontal and vertical screens, the relative mixing length and relative pool depth, and increase the relative energy loss.
https://ceej.aut.ac.ir/article_3505_1bd53f3cf7c6e5baa0b777d3e99e95e3.pdf
2020-12-21
2487
2500
10.22060/ceej.2019.16431.6223
Overfall structure
energy dissipator
energy loss
relative critical depth
porosity percentage
Vadoud
Hasannia
vadoodh73@gmail.com
1
M.Sc. in Civil Engineering-Hydraulic Structures, Department of Civil Engineering, Faculty of Engineering, University of Maragheh, Maragheh, Iran.
AUTHOR
Rasoul
Daneshfaraz
daneshfaraz@yahoo.com
2
Associate Professor, Department of Civil Engineering, Faculty of Engineering, University of Maragheh, Maragheh, Iran.
LEAD_AUTHOR
Sina
Sadeghfam
s.sadeghfam@gmail.com
3
Assistant Professor, Department of Civil Engineering, Faculty of Engineering, University of Maragheh, Maragheh, Iran.
AUTHOR
[1] Moore W.L. (1943) “Energy loss at the base of a free overfall”, Transactions of the American Society of Civil Engineers, 108(1) 1343-1360.
1
[2] Rajaratnam N. and Chamani M.R. (1995) “Energy loss at drops”, Journal of Hydraulic Research, 33(3) 373-384.
2
[3] Kabiri-Samani A.R. Bakhshian, E. and Chamani M.R. (2017) Flow characteristics of grid drop-type dissipators, Flow Measurement and Instrumentation, 54 298-306.
3
[4] Daneshfaraz R. Sadeghfam and S. Hasanniya V. (2019) “Experimental investigation of energy dissipation the vertical drops equipped with a horizontal screen with the supercritical flow”, Iranian Journal of Soil and Water Research, 50(6) 1421-1436 (in Persian).
4
[5] Rajaratnam N. and Hurtig K. (2000) “Screen-type energy dissipator for hydraulic structures”, Journal of Hydraulic Engineering 126(4) 310-312.
5
[6] White M.P. (1943) “Discussion of Moore”, ASCE 108 .4631-1631
6
[7] Rand W. (1955) “Flow geometry at straight drop spillways”, In Proceedings of the American Society of Civil Engineers, 81(9) 1-13.
7
[8] Gill M.A. (1979) “Hydraulics of rectangular vertical drop structures”, Journal of Hydraulic Research, 17(4) 289-302.
8
[9] Lin C. Hwung W.Y. Hsieh S.C. and Chang K.A. (2007) “Experimental study on mean velocity characteristics of flow over vertical drop”, Journal of Hydraulic Research 45(1) 33-42.
9
[10] Hong Y.M. Huang, H.S. and Wan S. (2010) “Drop characteristics of free-falling nappe for aerated straight-drop spillway”, Journal of Hydraulic Research 48(1) 125-129.
10
[11] Liu S.I. Chen J.Y. Hong, Y.M. Huang H.S. and Raikar R.V. (2014) “Impact Characteristics of Free Over-Fall in Pool Zone with Upstream Bed Slope”, Journal of Marine Science and Technology 22(4) 476-486.
11
[12] Daneshfaraz R. Sadeghfam S. and Hasannia, S. (2020) “Experimental investigating effect of Froude number on hydraulic parameters of vertical drop with supercritical flow upstream”, Amirkabir Journal of Civil Engineering, 52(7) 1-17 (in Persian).
12
[13] Esen I.I. Alhumoud J.M. and Hannan K.A. (2004) “Energy Loss at a Drop Structure with a Step at the Base”, Water international 29(4) 523-529
13
[14] Sharif M. and Kabiri-Samani A. (2018) “Flow regimes at grid drop-type dissipators caused by changes in tail-water depth”, Journal of Hydraulic Research, 56(4) 1-12.
14
[15] Çakir P. (2003) “Experimental investigation of energy dissipation through screens”, Citeseer.
15
[16] Balkiş, G. (2004) “Experimental investigation of energy dissipation through inclined screens”, M. Sc. Thesis, Department of Civil Engineering Middle East Technical.
16
[17] Sadeghfam S. Akhtari A.ADaneshfaraz R. and Tayfur G. (2015) “Experimental investigation of screens as energy dissipaters in submerged hydraulic jump”, Turkish Journal of Engineering and Environmental Sciences, 38(2) 126-138.
17
[18] Daneshfaraz R. Sadeghfam S. and Ghahramanzadeh A. (2017) “Three-dimensional numerical investigation of flow through screens as energy dissipators”, Canadian Journal of Civil Engineering 44(10) 850859
18
[19] Chanson H. and Toombes L. (1998) “Supercritical flow at an abrupt drop: Flow patterns and aeration”, Canadian Journal of Civil Engineering 25(5) 956-966.
19
[20] Bakhmeteff M.W. (1932) “Hydraulics of open channels”, McGraw-Hill book company, Inc, New York and London.
20
ORIGINAL_ARTICLE
Height effect on shear strength of deep beams without Shear Reinforcement with normal and lightweight concrete
Failure in reinforced concrete deep beams is mainly in shear and in a brittle and sudden form, which this behavior can lead to destructive consequences. So determining shear capacity of these beams is an important issue. One of major parameters in determining shear capacity of beams is the height of beam. Researches show that with increase in beam’s height, normalized shear strength decreases which this phenomena is called size effect. In recent years due to advances in construction methods, the idea of using lightweight concrete deep beams has been proposed, this should be done with a full understanding of the behavior of lightweight concrete. Moreover, truss models are recently used for analysis and design of deep beams in codes which their validity for lightweight concrete should be investigated. In this research to investigating size effect in lightweight concrete deep beams and comparison with normal concrete, two series of beams including 8 deep beam with shear span to height ratio of 0.5 were built in lab. First series included 4 beams with height of 30, 45, 60 and 90 cm using lightweight concrete in their construction, specimens of second series were similar to first but normal concrete was used in there construction. Results show that failure mode is independent of height and concrete type. The pattern of crack propagation is more affected by height and almost independent of concrete type. Normalized shear strength in both groups of beams decreases with increase in height but the intensity of this decrease in lightweight concrete deep beams is more than normal concrete which shows that size effect in lightweight concrete is more than normal concrete. Results of Experiment were compared to truss methods in codes and some of proposed models in codes. Results indicate that all methods are conservative in low height beams and with increase in height, safety margin decreases. Results of CSA code is non-conservative for beams with 90 cm height which needs more study.
https://ceej.aut.ac.ir/article_3278_4cb179014b6ea03b77fdd9a122c4d5cb.pdf
2020-12-21
2501
2514
10.22060/ceej.2019.8777.4779
Deep beam
Size effect؛ Lightweight concrete؛ Truss method؛ Shear capacity
abolfazl
arabzade
arabzade@modares.ac.ir
1
تهران - دانشگاه تربیت مدرس
LEAD_AUTHOR
amin
noori
aminnoori1368@yahoo.com
2
تهران-دانشگاه تربیت مدرس
AUTHOR
[1] A.Arabzadeh, 2001. Analysis of some experimental results of simply supported deep beams using truss analogy method. Iranian Journal of Science & Technology, Vol. 25, No. 1, pp. 115-128.
1
[2] ACI 318-11, 2011. Bulding Code Requirements for Structural Concrete and Commentary, American Concrete Institute, Michigan.
2
[3] Kani, G., 1967. How safe are our large reinforced concrete beams. ACI Journal, Vol. 64(3), pp. 128-141.
3
[4] Shioya, T., Iguro, M., Nojiri, Y., Akiayma, H. and Okada, T., 1989. Shear strenght of large reinforced concret beams, Fracture Mechanics: Application to concrete., SP- 118, ACI, Detroit, 259-279.
4
[5] Collins, M.P., and Mitchell, D., 1986. A Rational Approach to shear design-The 1984 Canadian Code Provisions. ACI Journal, Proceedings. Vol. 83, No.6, pp. 925-933.
5
[6] Reineck, K.H., 1991. Ultimate shear force of structural concrete members without transverse Reinforcement Derived from Mechanical Model. ACI Structural Journal, Vol. 88, No. 5, pp. 592-602.
6
[7] Bazant Z.P., 1997. Scaling of Quasi-Brittle Fracture: Asymptotic Analysis. Intenational Journal of Fracture, Vol. 83, No. 1, pp. 19-40.
7
[8] Yang, K. H.; Chung, H. S.; Eun, H. C.; and Lee, E. T., “Shear Characteristics of High-Strength Concrete Deep Beams without Shear Reinforcement,” Engineering Structures, V. 25, No. 8, 2003, pp. 1343-1352.
8
[9] Yang, K. H.; Chung, H. S.; and Ashour, A. F., “Influence of Section Depth on the Structural Behavior of Reinforced Concrete Continuous Deep Beams,” Magazine of Concrete Research, V. 59, No. 8, 2007, pp. 575-586.
9
[10] Tan, K. H., and Cheng, G. H., “Size Effect on Shear Strength of Deep Beams: Investigating with Strut-andTie Models,” Journal of Structural Engineering, ASCE, V. 132, No. 5, 2006, pp. 673-685.
10
[11] Sherwood, E., Bentz, E., & Collins, M., 2007. Effect of aggregate size on beam-shear strength of thick slabs. ACI structural Journal, Vol. 107(2), pp. 180-190.
11
[12] CSA A23.3-94, 1994. Design of concrete structures. Canadian Stanadards Association, Toronto, Canada.
12
[13] Keun-Hyeok Yang, 2010. Tests on Lightweight Concrete Deep Beams. ACI Structural Journal, Vol. 107, No. 6, pp. 663-670.
13
[14] EN 1992-1-1.2004, 2004. Design of Concrete Structures. British Standards Institution, London, UK.
14
[15] Arabzadeh, A., Rahaie, A.R. and Aghayari, R., 2009, “A Simple Strut-and-Tie Model for Prediction of Ultimate Shear Strength of RC Deep Beams”, International Journal of Civil Engineering Volume 7, Issue 3, September 2009, p.p. 141-153.
15
[16] Pars Sirjan Civil Company www.omranpars.com
16
ORIGINAL_ARTICLE
Evaluation of Reduction Factor for concrete coatings of underground structures under blast loading
The reduction factor (R) is one of the most important parameter of loading, analyzing and designing structures subjected to dynamic loading such as earthquake and explosion. This coefficient considers the nonlinear behavior of the structure in linear analysis. Investigations show that the acceptable range for reduction factor of concrete coating of underground structures applied to explosive loading is not determined completely. To find out this factor, the tunnel structure must first be modeled numerically. The interaction between the structure and the soil and their mechanical properties should be modeled so Winkler spring was proposed. In this research, plastic hinges were introduced in the SAP2000 software, and a pushover analysis was carried out. Outputs of this analysis result in the vertical force-displacement diagrams and their behaviors were plotted for each tunnel performance levels. The Reduction Factor is obtained for a special pattern loading of explosive charge by using the relationships which is developed in this research. It can be noted that the reduction factor for such structures depends on two parameters including ductility and strength factor
https://ceej.aut.ac.ir/article_3625_9f27319fd15370e69c5757aec708bab1.pdf
2020-12-21
2515
2528
10.22060/ceej.2019.14735.5733
Reduction Factor
Non-linear Analysis
Winkler spring
Plastic Hinge
Tunne
safa
peyman
speyman@mail.kntu.ac.ir
1
School of Civil Engineering, Imam Hossein University, Tehran, Iran
LEAD_AUTHOR
Mohammad Hossein
Taghavi Parsa
mh.taghavi@stu.qom.ac.ir
2
IHU,QOM ac
AUTHOR
amin
babaie
aminbabaie@ihu.ac.ir
3
دانشگاه امام حسین علیه السلام
AUTHOR
ahmad
akbari
ah.akbari92@gmail.com
4
sahel Consulting
AUTHOR
[1] Peck, R.B., Hendron, A.J., Mohraz, B., 1972. State of the art in soft ground tunneling. Proceedings of the Rapid Excavation and Tunneling Conference. American Institute of Mining, Metallurgical and Petroleum Engineers, New York
1
[2] Kuribayashi, E., Iwasaki, T., Kawashima, K., 1974. Dynamic behavior of a subsurface tubular structure. Proceedings of the Fifth Symposium on Earthquake Engineering. India
2
[3] Owen, G.N. Scholl, R.E. 1981. Earthquake engineering of large underground structures. Report no. FHWA_RD80_195. Federal Highway Administration and National Science Foundation.
3
[4] Wang, J.N. 1993. Seismic Design of Tunnels: A State-ofthe-Art Approach, Monograph, monograph 7. Parsons, Brinckerhoff, Quade and Douglas Inc, New York.
4
[5] Hashash, Y. M. A. Hook, J. J. Schmidt, B. & Yao, J. I-C. (2001). Seismic Design and Analysis of Underground Structure. Tunnelling and Underground Space Technology,16(4) 247-293 .
5
[6] Liu, H. Dynamic analysis of subway structures under blast loading. Geotechnical and Geological Engineering (2009)27. 699-711.
6
[7] Yubing Yang and X. Xie and R.Wang.Journal of Rock Mechanics and Geotechnical Engineering. 2010, 2 (4): 373–384
7
[8] R. Tiwari, T. Chakraborty and V. Matsagar. Dynamic Analysis OF Underground Tunnles Subjected to Internal Blast Loading. 6th European Conference on Computational Fluid Dynamics (ECFD VI). 2013.
8
[9] Peyman, S, Soblestan, H, Analysis of Underground Tunnels in Explosion Loading Based on Peak Particle Velocity, Advanced Defence Sci. & Tech. 2017, 4, 45-50, No. 1, Imam Hossein University, (In Persian).
9
[10] Peyman, S, Akbari, A, Analysis and Design of the Underground Structures under Blast Loading, Advanced Defense Sci. & Tech. 2014, 2, 1-12,, Imam Hossein University, (In Persian).
10
[11] Peyman, S, Parsa, M, Analysis of the Surface Impact Effects on Underground Tunnels, Defense Science Journal, No. 29, Imam Hossein University, (In Persian).
11
[12] Bangash, M. Y. H. “Impact and Explosive Analysis and design”. Press: C.R.C., 1993
12
[13] Bulson, P. S. “Explosive Loading of Engineering Structures”; E & FN SPON, 1997.
13
[14] Smith, P. D.; Hetherington, J. G. “Blast and Ballistic Loading of Structures”; Butterworth-Heinemann Ltd., Linacre House, Jordan Hill, Oxford OX2 8DP, 1994.
14
[15] Taghinezhad, R, “Seismic Design and Rehabilitation of Structures Based on Performance Level”,ketabe Daneshkahi Publications, 2015, (In Persian).
15
[16] ASCE. (2000). FEMA 356 Prestandard: Prestandard and Commentary for the Seismic Rehabilitation of Buildings. Washington, D. C.: Federal Emergency Management Agency.
16
[17] SAP2000 14.2.2; “Static and Dynamic Finite Element Analysis of Structures”; Berkeley, California, Computers and Structures Inc., 2010.
17
[18] FEMA 273, 1997, ‘’SEISMIC REHABILITATION OF BUILDINGS’’ October 1997 Washington, D.C.
18
[19] Chopra, A, “Dynamics of Structures”; Elmo Adab Publications, 6th edition, 2009, (In Persian).
19
[20] Unag, C. M., “Establishing R (or Rw) & Cd Factor for Building Seismic Provisions,” Journal of Structural Engineering, Vol. 117, No. 1, pp. 19-28, 1991
20
[21] Momenzadeh, M.R, Mansoori, M.R, Aziminejad, A, Determination of the Racking Reduction Factor for an
21
Incomplete Ellipse Shaped Tunnel Considering the SoilStructure Interaction, Tunneling & Underground Space Engineering Journal, 2014, Shahrood University, (In Persian).
22
[22] Instruction for Seismic Rehabilitation of Existing Buildings, No.360, Islamic Republic of Iran Management and Planning Organization, Technical Criteria Codification & Earthquake Risk Reduction Affairs Bureau,2007.
23
[23] ATC. (1995). ATC-19: Structural Response Modification Factors. Redwood City: Applied Technology Council
24
[24] Krawinkler, H. and Nassar, A. A., 1992, Seismic design based on ductility and cumuhative damage demands and capacities, in Nonlinear Seismic Analysis and Design of Reinforced Concrete Buildings, P.Fajfar and H. Krawinkler, Eds., Elsevier Applied Science, New York.
25
[25] Unal, E. ‘’Design Guidelines and Roof Control Standards for Coal Mine Roofs,’’ Ph.D. thesis, Pennsylvania State University Park, 1983, 355 PP.
26
[26] I.T.A. Working Group 2. ‘’Guidelines for the Design of shield Tunnel lining’’ Tunnelling and Underground Space Tech. Vol. 15, No. 8, pp. 303-331, 2000.
27
[27] “Engineering and Design Tunnels and Shafts in Rock”; EM 1110-2-2901, Dep’t. of the Army, U.S. Army Corps of Eng.Washington, DC 20314-1000, 1997
28
[28] Salehzadeh, H, “Engineering and design tunnels and shafts in rock”, Khatam-al Anbiya Publications-Ghorbe Noah, 2008, (In Persian)
29
ORIGINAL_ARTICLE
Physical modeling for evaluating the effect of helical anchor configuration and surcharge on wall displacement
Helical anchors with unique characteristics have several applications in constructing and reforming the foundations, as well as soil improvement. However, a limited number of study has been done on the use of helical anchors in walls and slopes stability. In the performed studies, the behavior of the helical anchor’s wall was investigated. For this purpose, a laboratory study was designed to evaluate the wall stability with three types of helical anchors and two types of back-slopes in sandy soil. The aim of the study was to investigate the effect of anchor’s shape and the back slope above the wall on the wall crest displacement. To increase the accuracy of measurements and determine the shear strains, photogrammetry and particle image velocimetry (PIV) methods were employed. Finally, to evaluate its implementation potential, the results were compared with those of the nailing method. The results of modeling revealed that an increase in diameter and the number of the helices led to decreasing in wall crest displacement. The reduction percentages were 30% and 60% respectively for increased diameter and increased number of helices and diameter. If the significant reduction in displacement is required, it is suggested to increase the number of helices without any changes in their diameter. Besides, anchors need a small amount of displacement to be activated and this issue cannot be solved by changing the type of helical anchor. Finally, the results indicated that the slip surface created on the wall of helical anchor using light surcharge is parabolic in shape.
https://ceej.aut.ac.ir/article_3530_032e18c5002d78f9308e6cb6703a11c2.pdf
2020-12-21
2529
2548
10.22060/ceej.2019.15447.5922
Helical anchor: Wall: Horizontal displacement: Back slope: Particle image velocimetry
Javad
Nazariafshar
j.nazariafshar@qodsiau.ac.ir
1
Assistant Professor, Department of Civil Engineering, Shahr-e-Qods Branch Islamic Azad University, Tehran, Iran
LEAD_AUTHOR
Mohammad Emad
Mahmoudi Mehrizi
me.mahmudi@gmail.com
2
Campus international of Kharazmi University, Tehran, Iran
AUTHOR
Younos
Daghigh
daghigh_y@yahoo.com
3
Assisstant professor in department of Civil Engineeering, Islamic Azad University- Karaj, Iran
AUTHOR
[1] A. Ghaly, A. Hanna, M. Hanna, Installation torque of screw anchors in dry sand, Soils and Foundations, 31(2) (1991) 77-92.
1
[2] H. Perko, Summary of earth retaining methods utilizing helical anchors, Magnum® Helix Foundation.™ Technical Reference Manual. March, 4 (1999).
2
[3] D. Deardorff, M. Moeller, E. Walt, Results of an instrumented helical soil nail wall, in: Earth Retention Conference 3, (2010) 262-269.
3
[4] A. Lutenneger, Behavior of multi-helix screw anchors in sand, in: Proceedings of the 14th Pan-American Conference on Soil Mechanics and Geotechnical Engineering, Toronto, Ont. (2011).
4
[5] C.d.H.C. Tsuha, N. Aoki, G. Rault, L. Thorel, J. Garnier, Evaluation of the efficiencies of helical anchor plates in sand by centrifuge model tests, Canadian Geotechnical Journal, 49(9) (2012) 1102-1114.
5
[6] C.d.H.C. Tsuha, T.d.C. Santos, G. Rault, L. Thorel, J. Garnier, Influence of multiple helix configuration on the uplift capacity of helical anchors, Congrès International de Mécanique des Sols et de Géotechnique, 18, (2013).
6
[7] C.d.H.C. Tsuha, physical modelling of the behaviour of helical anchors, in: 3rd European Conf. on Physical Modelling in Geotechnics (EUROFUGE 2016). IFSTTAR Nantes Centre, France, 1st-3rd June, (2016).
7
[8] T.d.S.O. Morais, C.d.H.C. Tsuha, A new experimental procedure to investigate the torque correlation factor of helical anchors, Electronic Journal of Geotechnical Engineering, 19 (2014) 3851-3864.
8
[9] S. Mittal, S. Mukherjee, Vertical uplift capacity of a group of helical screw anchors in sand, Indian Geotechnical Journal, 43(3) (2013) 238-250.
9
[10] S. Mittal, S. Mukherjee, Vertical pullout capacity of a group of helical screw anchors in sand: An Empirical Approach, Indian Geotechnical Journal, 44(4) (2014) 480-488.
10
[11] J.A. Schiavon, C.d.H.C. Tsuha, L. Thorel, Scale effect in centrifuge tests of helical anchors in sand, International Journal of Physical Modelling in Geotechnics, 16(4) (2016) 185-196.
11
[12] B. Cerfontaine, J.A. Knappett, M.J. Brown, A.S. Bradshaw, Effect of soil deformability on the failure mechanism of shallow plate or screw anchors in sand, Computers and Geotechnics, 109 (2019) 34-45.
12
[13] H. Motamedinia, N. Hataf, G. Habibagahi, A Study on Failure Surface of Helical Anchors in Sand by PIV/DIC Technique, International Journal of Civil Engineering, (2018) 1-15.
13
[14] A. J. Lutenegger, Axial uplift of square-shaft single-helix helical anchor groups in clay, in: IFCEE 2018 Orlando, Florida, (2018) 403-416.
14
[15] P. Ghosh, S. Samal, Ultimate pullout capacity of isolated helical anchor using finite element analysis, in: Soil Dynamics and Earthquake Geotechnical Engineering, Springer, (2019) 237-245.
15
[16] S. Clemence, A. Lutenegger, Industry survey of state of practice for helical piles and tiebacks, DFI Journal-The Journal of the Deep Foundations Institute, 9(1) (2015) 21-41.
16
[17] W.P. Gardiner, G. Gettinby, Experimental design techniques in statistical practice: A practical softwarebased approach, Elsevier, (1998).
17
[18] H. Mahdavi, H. Katebi, M.H. Aminfar, Investigation of soil nailing method using PIV physical modeling, faculty of Civil Engineering, Tabriz, (2008), (in persian).
18
[19] M.E. Mahmoudi Mehrizi, M. Jalali Moghadam, Mechanical ground anchors design and construction, ACECR Publication, Amirkabir University of Technology Branch , (2016), (in persian).
19
[20] H.A. Perko, Helical piles: a practical guide to design and installation, John Wiley & Sons, (2009).
20
[21] A. Ghaly, A. Hanna, M. Hanna, Uplift behavior of screw anchors in sand. II: hydrostatic and flow conditions, Journal of geotechnical engineering, 117(5) (1991) 794-808.
21
[22] D.M. Wood, Geotechnical modelling, CRC Press, (2014).
22
[23] J.J.M. Young, Uplift capacity and displacement of helical anchors in cohesive soil, Oregon State University, (2012).
23
[24] S.A. Lanyi-Bennett, L. Deng, Axial load testing of helical pile groups in a glaciolacustrine clay, Canadian Geotechnical Journal, (2018).
24
[25] S. Mittal, S. Mukherjee, Behaviour of group of helical screw anchors under compressive loads, Geotechnical and Geological Engineering, 33(3) (2015) 575-592.
25
[26] P. Ghosh, S. Samal, Interaction effect of group of helical anchors in cohesive soil using finite element analysis, Geotechnical and Geological Engineering, 35(4) (2017) 1475-1490.
26
[27] T.W. Dong, Y.R. Zheng, Limit analysis of vertical antipulling screw pile group under inclined loading on 3D elastic-plastic finite element strength reduction method, Journal of central south university, 21(3) (2014) 11651175.
27
[28] B.S. Albusoda, H.O. Abbase, Performance assessment of single and group of helical piles embedded in expansive soil, International Journal of Geo-Engineering, 8(1) (2017) 25.
28
[29] Z. Elsherbiny, M. El Naggar, The performance of helical pile groups under compressive loads: a numerical investigation, in: Proceedings of the 18th International Conference on Soil Mechanics and Geotechnical Engineering, Paper, (2013).
29
[30] M. Sakr, A. Nazir, W. Azzam, A. Sallam, Uplift capacity of group screw piles with grouted shafts in sand, (2017).
30
[31] D. White, W. Take, M. Bolton, Soil deformation measurement using particle image velocimetry (PIV) and photogrammetry, Geotechnique, 53(7) (2003) 619-631.
31
[32] C.A. Lazarte, H. Robinson, J.E. Gómez, A. Baxter, A. Cadden, R. Berg, Soil nail walls Reference Manual, (2015).
32
[33] M.F. Stocker, G.W. Korber, G. Gassler, G. Gudehus, Soil nailing, in: Proceedings of the Conference on Soil Reinforcement, Paris, 2 (1979) 469– 474.
33
[34] C.K. Shen, S. Bang, L.R. Hermann, Ground movementanalysis of earth support system, J. Geotech.
34
Eng. Div., Am. Soc. Civ.Eng.,107(12) (1981) 1609–1624.
35
[35] I. Juran, G. Baudrand, K. Farrag, V. Elias, Kinematicallimit analysis for design of soil-nailed structures, J. Geotech. Eng.,116(1) (1990) 54 –72.
36
[36] T. Oral, T.C. Sheahan, The use of soil nails in soft clays, in: Design and construction of earth retaining systems, ASCE, (1998) 26 – 40.
37
ORIGINAL_ARTICLE
Study On Compressive Strength Of Micro-jet Grouting Columns By Physical Modeling
Jet grouting method is considered as one of the most widely used improvement methods among the others and is applicable in most geotechnical problems such as increasing bearing capacity, reducing settlement, creating seals, stabilizing slopes, etc. One of the challenges faced by designers is finding the strength and geometry of the elements made using this method. The most effective components in the resistance of jet grouting columns are the type and parameters of injection, soil characteristics (such as aggregation), the amount of cement inside the sample, water to cement ratio of slurry, the type of cement and the method of sampling (coring or wet sampling). In this paper, after the construction of small scale jet grouting columns (micro jet grouting volumns) in the laboratory and taking core of them, the impact of various factors such as the effect of construction speed, the position and direction of coring, as well as the effect of coring operation on unconfined compressive strength is studied. Also, the point load test was used to study more about the strength parameters of the microjet grouting columns. Based on the results, the compressive strength of microjet grouting columns is high (approximately up to 59 MPa), and these values are confirmed by the point load test. It was also observed that with increasing speed of soil-cement columns construction, compressive strength decreases. Based on the compressive strength results, it is found that coring operation reduces resistance by 60%. Also, the cores taken in the horizontal direction showed about 33% less uniaxial compressive strength than the vertical cores and cores taken from the upper parts of the columns have more compressive strength.
https://ceej.aut.ac.ir/article_3597_1083453f58652832fba3e4dbc93d8bec.pdf
2020-12-21
2549
2562
10.22060/ceej.2019.15491.5932
Soil improvement
Jet Grouting
Physical Modeling
Unconfined Compressive strength Soil cement
Coring operation
Soheil
Sharifi
sharifi.soheil93@gmail.com
1
Department of Civil Engineer, Science and Technology University
AUTHOR
Mohsen
Sabermahani
msabermahani@iust.ac.ir
2
School of Civil Eng.; Iran University of Science and Technology; Tehran; Iran
LEAD_AUTHOR
Sayed Rasool
Soorani
s.rasoul.s@gmail.com
3
Department of Civil Engineer, Science and Technology University
AUTHOR
[1] K. Dan, R. Sahu, Ground Movement Prediction For Braced Excavation in Soft Clay, (2010).
1
[2] Y.-G. Tang, G.T.-C. Kung, Investigating the effect of soil models on deformations caused by braced excavations through an inverse-analysis technique, Computers and Geotechnics, 37(6) (2010) 769-780.
2
[3] G.T. Kung, E.C. Hsiao, M. Schuster, C.H. Juang, A neural network approach to estimating deflection of diaphragm walls caused by excavation in clays, Computers and Geotechnics, 34(5) (2007) 385-396.
3
[4] J.G. Zornberg, N. Sitar, J.K. Mitchell, Performance of geosynthetic reinforced slopes at failure, Journal of Geotechnical and Geoenvironmental Engineering, .386-076 )8991( )8(421
4
[5] Y. Hu, G. Zhang, J.-M. Zhang, C. Lee, Centrifuge modeling of geotextile-reinforced cohesive slopes, Geotextiles and geomembranes, 28(1) (2010) 12-22.
5
[6] L. Wang, G. Zhang, J.-M. Zhang, Centrifuge model tests of geotextile-reinforced soil embankments during an earthquake, Geotextiles and Geomembranes, 29(3) (2011) 222-232.
6
[7] A.I. Mana, G.W. Clough, Prediction of movements for braced cuts in clay, Journal of Geotechnical and Geoenvironmental Engineering, 107(ASCE 16312 Proceeding) (1981).
7
[8] A.J. Whittle, Y.M. Hashash, R.V. Whitman, Analysis of deep excavation in Boston, Journal of geotechnical engineering, 119(1) (1993) 69-90.
8
[9] R.B. Brinkgreve, Selection of soil models and parameters for geotechnical engineering application, in: Soil constitutive models: Evaluation, selection, and calibration, 2005, pp. 69-98.
9
[10]R.F. Obrzud, G.C. Eng, On the use of the Hardening Soil Small Strain model in geotechnical practice, Numerics in Geotechnics and Structures, (2010).
10
[11]A. Lim, C.-Y. Ou, P.-G. Hsieh, Evaluation of clay constitutive models for analysis of deep excavation under undrained conditions, Journal of GeoEngineering, 5(1) (2010) 9-20.
11
[12] P. Teo, K. Wong, Application of the Hardening Soil model in deep excavation analysis, The IES Journal Part A: Civil & Structural Engineering, 5(3) (2012) 152-165.
12
[13] S. Likitlersuang, C. Surarak, D. Wanatowski, E. Oh, A. Balasubramaniam, Finite element analysis of a deep excavation: A case study from the Bangkok MRT, Soils and Foundations, 53(5) (2013) 756-773.
13
[14] B.-C.B. Hsiung, S.-D. Dao, Evaluation of Constitutive Soil Models for Predicting Movements Caused by a Deep Excavation in Sands, (2014).
14
[15] M. Afifipour, P. Marefvand, M.G. Estahbani, Investigation of Unreasonable Expansion in Numerical Modeling of Excavation Problems, in: 9th International Congress of Civil Engineering, Isfahan University of Technology, 2012.
15
[16] I. Rahmani, A. Golpazir, Evaluating the Effect of Selecting Constitutive Models on Prediction of the Ground
16
Movement Adjacent to Deep Excavations JR_ROAD, (2012).
17
[17] E. Zolqadr, S.S. Yasrobi, M. Norouz Olyaei, Analysis of soil nail walls performance-Case study, Geomechanics and Geoengineering, 11(1) (2016) 1-12.
18
[18] T. Bhatkar, D. Barman, A. Mandal, A. Usmani, Prediction of behaviour of a deep excavation in soft soil: a case study, International Journal of Geotechnical Engineering, 11(1) (2017) 10-19.
19
[19] R.B. Peck, Deep excavations and tunneling in soft ground, Proc. 7th ICSMFE, 1969, (1969) 225-290.
20
[20] G.W. Clough, T.D. O'Rourke, Construction induced movements of insitu walls, in: Design and Performance of Earth Retaining Structures:, ASCE, 1990, pp. 439-470.
21
[21] P.-G. Hsieh, C.-Y. Ou, Shape of ground surface settlement profiles caused by excavation, Canadian geotechnical journal, 35(6) (1998) 1004-1017.
22
[22] M. Long, Database for retaining wall and ground movements due to deep excavations, Journal of Geotechnical and Geoenvironmental Engineering, 127(3) (2001) 203-224.
23
[23] J. Wang, Z. Xu, W. Wang, Wall and ground movements due to deep excavations in Shanghai soft soils, Journal of Geotechnical and Geoenvironmental Engineering, 136(7) (2009) 985-994.
24
[24] P. V8, Material Models Manual, Delft University of Technology & PLAXIS bv, The Netherlands, (2008) 48.
25
[25] T. Benz, Small-strain stiffness of soils and its numerical consequences, Univ. Stuttgart, Inst. f. Geotechnik, 2007.
26
[26] F. Ahimoghadam, Investigating the factors affecting the behavior of nailing walls using centrifuges machine Master's thesis, Faculty of Civil Engineering(University of Science and Technology) (2014).
27
[27] D.M. Wood, Geotechnical modelling, CRC press, 2003.
28
[28] A. Aysen, Soil mechanics: basic concepts and engineering applications, CRC Press, 2002.
29
ORIGINAL_ARTICLE
Comparing performance of TMD and MTMD vertically distributed in height for multi-modal seismic control of tall buildings
Nowadays, vibration control in civil engineering is commonly used. Tuned mass damper (TMD) is one of the simplest and most reliable control instruments, which consists of a mass, spring, and damper. TMDs are usually set to the frequency of the first mode of the structure. The sensitivity of the TMD to the changes of structure’s frequency is considered as the weaknesses of this controlling system, and the lack of adjustment of the damper’s parameters to its optimum state or the changes in the structure’s frequency leads to the inefficiency of the system. The non-linear behavior of the structure is an example of changing the natural frequency of the structure during vibration. In this study, to investigate and compare the performance of the single mass damper in the maximum modal displacement (roof) and multiple mass dampers vertically distributed in the height of the structure, based on the modal analysis, two linear and nonlinear models of a 40-story structure were selected. The structure has been modeled in OpenSees software using seven earthquake records. The analysis results for applied earthquakes under the maximum acceleration of 1.0g show that the control of the linear structure by multiple tuned mass dampers (MTMDs) tuned to the first and second modes have more appropriate behavior than others, and the average reduction of the maximum displacement of the roof applying this type of dampers is 14.5%, which is about 2 times more than reduction of the STMD tuned to the first mode and the MTMDs tuned to the first or second modes, systems. However, due to the assumption of tuning the design parameters of the dampers corresponding to their elastic behavior, the performance of single and multiple mass dampers slightly decreases in a nonlinear model of the structure while structural responses are still controlled. Also, for the 10% error caused by misadjusting of the dampers, the behavior of MTMDs is more appropriate.
https://ceej.aut.ac.ir/article_3540_70af601f13b5ffc352352a6b4f2a176d.pdf
2020-12-21
2563
2582
10.22060/ceej.2019.15584.5959
single tuned mass dampers (STMD)
Multiple tuned mass dampers (MTMD)
Passive control
dynamic time history analysis
modal analysis
Ali
akhlagh pasand
ali.akhlagh@ut.ac.ir
1
civil engineering, school of civil engineering, university of Tehran, Tehran, Iran
AUTHOR
amirhosein
fatollah pour
amirhossein13730928@gmail.com
2
civil engineering, faculty of civil engineering, university of Zanjan, Zanjan, Iran
AUTHOR
S. Mehdi
Zahrai
mzahrai@ut.ac.ir
3
civil Engineering, school of civil engineering, university of Tehran, Tehran, Iran
LEAD_AUTHOR
[1] H. Frahm, Device for damping vibrations of bodies, US989958A Patent, 1911.
1
[2] L.A. Bergman, D.M. McFarland, J.K. Hall, E.A. Johnson, A. Kareem, Optimal distribution of tuned mass dampers in wind sensitive structures, Structural safety and reliability: proceedings of ICOSSAR’89, the 5th international conference on structural safety and reliability, New York (NY), USA 1989, pp. 95-102.
2
[3] J. Wu, G. Chen, Optimization of multiple tuned mass dampers for seismic response reduction, The American control conference,, Chicago, Illinois (IL), USA 2000, pp. 519-523.
3
[4] G. Chen, J. Wu, Optimal placement of multiple tuned mass dampers for seismic structures, Journal of Structural Engineering, American Society of Civil Engineers (ASCE), 127(9) (2001) 1054-1062.
4
[5] F. Petit, M. Loccufier, D. Aeyels, On the attachment location of dynamic vibration absorbers, Journal of Vibration and Acoustics, American Society of Mechanical Engineers (ASME), 131(3) (2009) 1-8.
5
[6] K.S. Moon, Vertically distributed multiple tuned mass dampers in tall buildings: Performance analysis and preliminary design, The Structural Design of Tall and Special Buildings, 19(3) (2010) 347-366.
6
[7] T.S. Fu, E.A. Johnson, Control strategies for a distributed mass damper system, American control conference (ACC2009), Saint Louis, Missouri (MO), USA, 2009.
7
[8] T.S. Fu, E.A. Johnson, Distributed mass damper system for integrating structural and environmental controls in buildings, Journal of Engineering Mechanics, American Society of Civil Engineers (ASCE), 137(3) (2011) 205-213.
8
[9] G. Bekdaş, S.M. Nigdeli, Estimating optimum parameters of tuned mass dampers using harmony search, Engineering Structures, 33(9) (2011) 2716-2723.
9
[10] A. Farshidianfar, S. Soheili, Ant colony optimization of tuned mass dampers for earthquake oscillations of highrise structures including soil–structure interaction, Soil Dynamics and Earthquake Engineering, 51 (2013) 14-22.
10
[11] P. Xiang, A. Nishitani, Seismic vibration control of building structures with multiple tuned mass damper floors integrated, Earthquake Engineering & Structural Dynamics, 43(6) (2014) 909-925.
11
[12] S. Elias, V. Matsagar, Wind response control of a 76-storey benchmark building installed with distributed multiple tuned mass dampers, Journal of Wind and Engineering, 11(2) (2014) 37-49.
12
[13] M.S. Rahman, Hassan, M.K., Chang, S. and Kim, D., Adaptive multiple tuned mass dampers based on modal parameters for earthquake onse reduction in multi-story buildings, Advances in Structural Engineering, 20(9) (2016) 1375-1389.
13
[14] Y.M. Kim, You, K.P., Paek, S.Y. and Nam, B.H., Multiple tuned mass dampers for wind–excited tall building, International Conference on Advanced Materials, Structures and Mechanical Engineering, CRC Press., Incheon, South Korea, 2016, pp. 69-74.
14
[15] S. Elias, V. Matsagar, T.K. Datta, Effectiveness of distributed tuned mass dampers for multi-mode control of chimney under earthquakes, Engineering Structures, 124 (2016) 1-16.
15
[16] S. Elias, V. Matsagar, T.K. Datta, Distributed tuned mass dampers for multi-mode control of benchmark building under seismic excitations, Journal of Earthquake Engineering, (2017).
16
[17] S.R. Trisnanto, Ayu, M.A. and Tamarany, R., Theoretical investigation of multiple tuned mass damper configurations subjected to step and periodic excitation., 3rd International Conference on Computing, Engineering, and Design, ICCED, 2017, pp. 1-6.
17
[18] J. Salvi, E. Rizzi, Optimum earthquake-tuned TMDs: Seismic performance and new design concept of balance of split effective modal masses, Soil Dynamics and Earthquake Engineering, 101 (2017) 67-80.
18
[19] A. Bayat, Beiranvand, P. and Ashrafi, H.R., Vibration control of structures by multiple mass dampers, Jordan Journal of Civil Engineering, 12(3) (2018) 461-471.
19
[20] S.Y. Kim, L. C.H., Optimum design of linear multiple tuned mass dampers subjected to white noise base acceleration considering practical configurations, Engineering Structures, 171 (2018) 516-528.
20
[21] M. Hussan, Rahman, M.S., Sharmin, F., Kim, D. and Do, J., Multiple tuned mass damper for multi-mode vibration reduction of offshore wind turbine under seismic excitation, Ocean Engineering, 160 (2018) 449-460.
21
[22] M.H. Stanikzai, Elias, S., Matsagar, V.A. and Jain, A.K., Seismic response control of base-isolated buildings using multiple tuned mass dampers, Structural Design of Tall and Special Buildings, 28(3) (2019)
22
[23] M.Y. Liu, Chiang, W.L., Chu, C.R., Lin, S.S., Analytical and experimental research on wind-induced vibration in high-rise buildings with tuned liquid column dampers, Wind and Structures, 6(1) (2003) 71-90.
23
[24] J.J. Connor, An introduction to structural motion control, Upper Saddle River, N.J. : Prentice Hall Pearson Education, 2001.
24
[25] C. Pastia, S.G. Luca, Vibration control of a frame structure using semi-active tuned mass damper, Buletinul Institutului Politehnic din lasi. Sectia Constructii, Arhitectura, 59(4) (2013) 31.
25
ORIGINAL_ARTICLE
Comparison of normal and modified UASB reactors for dairy wastewater treatment
The present study was conducted to compare the efficiency of normal and modified UASB reactor for the treatment of dairy wastewater. To conduct research, two reactor units with a height of 120 cm and a volume of 48 liters have been used on a laboratory scale and a tank septic tank and an additional sludge blanket have been used to optimize the UASB reactor. Initial inoculation of the reactor was carried out using sewage treatment sludge (active sludge method) slaughterhouse, along with fresh cow discharges and feeding using dry milk. The research lasted for fourteen periods for 154 days, the first period for 30 days including the design and construction of the reactor, the second period for 40 days including starting, forming granules and measuring PH, the third period for 40 days including the continuation of the process The formation of granules and sludge blankets, pH measurements, and preliminary analysis of the removal efficiency of COD and the fourth period for 44 days include the continuation of granulation sludge measurement, PH and the evaluation of COD removal efficiency. The organic loading during four periods was 5.2-11.4 kgCOD/m3.day, and the reactor temperature was in the second to third period in the mesophilic temperature range and during the fourth period at the mesophilic and psychrophilic temperature range. The retention time in the studied period is 24 hours. The output COD yields four to for normal reactor 75-60% and a modified reactor of 94-60%. Optimization of the UASB reactor increases the efficiency by a factor of 22-18% compared to the normal one.
https://ceej.aut.ac.ir/article_3549_684dd1e571ca05605bfdf1cc5099f51e.pdf
2020-12-21
2583
2592
10.22060/ceej.2019.15695.6004
wastewater Treatment
Industrial wastewater
Dairy Industry
Normal UASB Reactor
Modified UASB Reactor
somayeh
rahmani
somayeh66_2006@yahoo.com
1
Master of science student-university of birjand
AUTHOR
morteza
yeganeh mirza aliloo
morteza35725@gmail.com
2
university of birjand
AUTHOR
mohammad reza
doosti
mdoosti@birjand.ac.ir
3
Associate Professor, Faculty of Engineering, Civil-Environmental Department of university of birjand
LEAD_AUTHOR
Mohammad Javad
Zoqi
mj.zoqi@birjand.ac.ir
4
civil environment department of university of birjand
AUTHOR
[1] A.H. Javid, A.H. Hasani, S. Gahvarband, Quality and quantity of wastewater from food industry and its effect on performance of wastewater treatment system (Case study: Minoo-Khoramdareh factory). Environmental science and technology, 17(1) (2015) 37-47.
1
[2] R. Bagheri, S. Sobhanardakani, B. Lorestani, Selection of the best wastewater treatment alternative for HDPE unit of petrochemical research and technology CompanyArak center based on the analytical hierarchy process Iran, Health & Environ, 3(10) (2017).
2
[3] D.S. Verma, A. Pateriya, Supplier Selection through Analytical Hierarchy Process: A Case Study in Small Scale Manufacturing Organization, International Journal of Engineering Trends and Technology, 4(5) (2013) 14281433.
3
[4] W.D.M.C. Perera, N.J.G.J. Bandara, M. Jayaweera, Treatment of Landfill Leachate using Sequencing Batch Reactor, Tropical Forestry and Environ, 4(2) (2104) 82-90.
4
[5] Metcalf, Eddy, sewage engineering, University Press Publication Center, Tehran, 2006.
5
[6] M. Esparza-Soto, O. Arzate-Archundia, C. Solís-Morelos, C. Fall, Treatment of a chocolate industry wastewater in a pilot-scale low-temperature UASB reactor operated at short hydraulic and sludge retention time, water science & technology, 67 (2013) 1353-1361.
6
[7] A.A. Khan, R.Z. Gaur, V.K.Tyagi, A. Khursheed, B. Lew, I. Mehrotra, A.A.Kazmi, Sustainable options of post treatment of UASB effluent treating sewage: A review, Resources, Conservation and Recycling, 55(12) (2011) 1232-1251.
7
[8] A.v. Haandel, J.v.d. Lubbe, Handbook of Biological Wastewater Treatment, IWA Publishing, 2012.
8
[9] A.A. Chatzipaschali, A.G. Stamatis, Biotechnological Utilization with a Focus on Anaerobic Treatment of Cheese Whey: Current Status and Prospects, Energies 5(9)(2012)3492-3525.
9
[10] V.Perna, E. Castelló, J. Wenzel, C. Zampol, D.M.F. Lima, L. Borzacconi, M.B. Varesche, M. Zaiat, C. Etchebehere, Hydrogen production in an upflow anaerobic packed bed reactor used to treat cheese whey, International Journal of Hydrogen Energy, 38(1) (2013) 54-62.
10
[11] A.V. Qasim, A.V. Mane, Characterization and treatment of selected food industrial effluents by coagulation and adsorption techniques, Water Resour Ind, 4 (2013) 1-12.
11
[12] S.J. Rad, M.J. Lewis, Water utilisation, energy utilisation and waste water management in the dairy industry: A review, International Journal of Dairy Technology, 67(1) (2014) 1-20.
12
[13] S. Frogzadeha, Promote active sludge systems using the UASB method and install membrane unit at low temperatures, Khajeh Naseeriddin Tusi, Tehran, 2013.
13
[14] Z.A. Bhatti, F. Maqbool, A.H. Malik, Q. Mehmood, UASB reactor startup for the treatment of municipal wastewater followed by advanced oxidation process Brazilian Journal of Chemical Engineering, 31 (2014).
14
[15] A.P. Rosa, C.A.L. Chernicharo, L.C.S. Lobato, R.V. Silva, R.F. Padilha, J.M. Borges, Assessing the potential of renewable energy sources (biogas and sludge) in a fullscale UASB-based treatment plant Renewable Energy 124 (2018) 21-26.
15
[16] N. Nasirpour, Using the combination of anaerobic bioreactors and a biofilm filler bed in the treatment of oil refinery wastewater, Tarbiat Modarres, Tehran, 2012.
16
[17] Cruz-Salomón, R. Meza-Gordillo, A. Rosales-Quintero, C. Ventura-Canseco, S. Lagunas-Rivera, J. CarrascoCervantes, Biogas production from a native beverage vinasse using a modified UASB bioreactor, Fuel, 198 (2016) 170-174.
17
[18] L. Petta, S.D. Gisi, P. Casella, R. Farina, M. Notarnicola, Evaluation of the treatability of a winery distillery (vinasse) wastewater by UASB, anoxic-aerobic UF-MBR and chemical precipitation/adsorption, Environmental Management, 201 (2017) 177-189.
18
[19] B. Kamyab, An Investigation of the Anaerobic digestion process of potato waste in a mixed-UASB two-stage system, Industrial Esfahan, Esfahan, 2012.
19
[20] W. Niu, J. Guo, J. Lian, H.H. Ngo, H. Li, Y. Song, H. Li, P. Yin, Effect of fluctuating hydraulic retention time (HRT) on denitrificationin the UASB reactors, Biochemical Engineering Journal 132 (2018) 29-37.
20
[21] H. Li, K. Han, Z. Li, J. Zhang, H. Li, Y. Huang, L. Shen,Q.Li, Y. Wang, Performance, granule conductivity and microbial community analysisof upflow anaerobic sludge blanket (UASB) reactors from mesophilicto thermophilic operation, Biochemical Engineering Journal 133 (2018) 59-65.
21
[22] L. Zhang, J.D. Vrieze, T.L.G. Hendrickx, W. Wei, H. Temmink, H. Rijnaarts, G. Zeeman, Anaerobic treatment of raw domestic wastewater in a UASB-digester at 10 °C and microbial community dynamics Chemical Engineering Journal 334 (2018) 2088-2097.
22
[23] R.R. Comez, Upflow anaerobic sludge blanket reactor: modelling, Royal institute of technology, (2011).
23
[24] P. Boonsawang, S. Laeh, N. Intrasungkha, Enhancement of sludge granulation in anaerobic treatment of concentrated latex wastewater, Songklanakarin J. Sci. Technol, 30 (2008) 111-119.
24
[25] APHA, Standard Methods for the Examination of Water and Wastewater, Am Pub Health Associat, Washington, 2005.
25
[26] B. Ritman, M. Parallel, Environmental Biotechnology: Basics and Applications, Scientific publication of Sharif University of Technology, Tehran, 2006.
26
[27] P. Bhunia, M.M. Ghangrekar, Influence of biogas-induced mixing on granulation in UASB reactors, Biochemical Engineering Journal 41 (2008) 136-141.
27
[28] I. SB, d.L.P. CJ, T. H, v.L. JB, Extracellular polymeric substances (EPS) in upflow anaerobic sludge blanket (UASB) reactors operated under high salinity conditions, Water Research, 44 (2010) 1909-1917.
28
[29] BNuntakumjorn, W. Khumsalud, N. Vetsavas, T. Sujjaviriyasup, C. Phalakornkule, Comparison of sludge granule and UASB performance by adding chitosan in different forms, Chiang Mai Journal of Science 35 (2008) 95-102.
29
[30] M. Rezaei, Medical Equipment Office, in, Fars University of Medical Sciences and Health Services, 2013.
30
[31] C. Rico, N. Muñoz, J. Fernández, J.L. Rico, High-load anaerobic co-digestion of cheese whey and liquid fraction of dairy manure in a one-stage UASB process: Limits in co-substrates ratio and organic loading rate Chemical Engineering Journal 262 (2015) 794-802.
31
[32] R.A. Hamza, O.T. Iorhemen, J.H. Tay, Advances in biological systems for the treatment of high-strength wastewater Journal of Water Process Engineering 10 (2016) 128-142.
32
[33] D. Buntner, A. Sánchez, J.M. Garrido, Feasibility of combined UASB and MBR system in dairy wastewater treatment at ambient temperatures Chemical Engineering Journal 230 (2013) 475-481.
33
ORIGINAL_ARTICLE
Effects of Dimensions and Amount of Polymer Fibers on the Strength and Durability of Roller-Compacted Concrete under Freeze-Thaw cycling
In recent years, the use of Roller–Compacted Concrete Pavement (RCCP) has developed in road pavement due to its great advantages. Adding fibers to RCC can improve some properties of the concrete, including flexural strength, fatigue resistance, crack growth rate, and shear transfer along cracks and joints. Many experiments have shown the advantages of using fiber-reinforced concrete in RCC, but more information is needed about their behavior in cold regions, and especially the exposure to Freeze-Thaw cycling. Investigation and comparing the effect of polymer fibers on the strength and durability of Roller-Compacted Concrete under Freeze-Thaw cycling are the main goal of the present article. Therefore, specimens with weight percentage of fiber equal to 1, 2.5, and 4% (by weight of cement) and fibers of to 5, 20 and 40 mm lengths are made. Durability test against a Freeze-Thaw cycling and compressive strength are measured on samples after 7, 28 and 90 days. Analysis of the results shows that the additive fiber increases the compressive strength of the RCC, but decreases its durability against the melting and freezing cycles. Therefore, the use of fibers on RCC in cold regions should be done due accuracy and attention.
https://ceej.aut.ac.ir/article_3559_1ba559bb2a72f0e255da8112bd82f2cb.pdf
2020-12-21
2593
2606
10.22060/ceej.2019.15840.6052
roller compacted concrete
Pavement: Polymer fibers: Compressive strength: Freeze-Thaw cycling: Ultrasonic device
Abouzar
shafiepour
abouzarshafiepour@yahoo.com
1
Department of Civil Engineering, Payame Noor University, Tehran, Iran
LEAD_AUTHOR
shahin
shabani
shabani@pnu.ac.ir
2
Department of Civil Engineering, Payame Noor University, Tehran, Iran
AUTHOR
seyed farzin
faezi
farzin_faezi@yahoo.com
3
Department of Civil Engineering, Payame Noor University, Tehran, Iran
AUTHOR
[1] Harrington, F. Abdo, W. Adaska, C.V. Hazaree, H. Ceylan, F. Bektas, Guide for roller-compacted concrete pavements,( 2010).
1
[2] Ministry of Industry and Mines Deputy Development, Planning and Technology, Technical knowledge codification of polypropylene fiber reinforced concrete mixture design in order to achieve lighter and more resistant concrete pavement, ( 2009) (in Persian)
2
[3] A. Rezaei, M.R. Keymanesh, Investigating the effect of different fibers on tensile and compressive strength of roller-compacted concrete pavement, in: International conference on civil engineering, Permanent secretariat of
3
the conference, Tehran, 2016. (in Persian)
4
[4] N. Taheri, S. Ahmadi, M. Malekiha, The effect of using polypropylene fibers on concrete pavement, in: third international conference on new achievements in civil engineering, University of Applied Sciences and
5
Technology, 2016. (in Persian)
6
[5] V. Naderi Zarnaghi, A. Eftekhari, A. Foroghi Asl, Improvement of mechanical properties of roller-compacted concrete pavement using polymeric fibers, in: 6th National Conference of Concrete, Tehran, 2014. (in Persian)
7
[6] M. Madhkhan, S. Nouruzi, Reinforcing roller-compacted concrete pavement with woven glass fiber networks, in: 9th International Congress on Civil Engineering, Isfahan university of technology, 2012. (in Persian)
8
[7] H. Rooholamini, A. Hassani, M. Aliha, Evaluating the effect of macro-synthetic fibre on the mechanical properties of roller-compacted concrete pavement using response surface methodology, Construction and Building Materials, 159 (2018) -517-529.
9
[8] J. LaHucik, S. Dahal, J. Roesler, A.N. Amirkhanian, Mechanical properties of roller-compacted concrete with macro-fibers, Construction and Building Materials, 135 (2017) 440-446.
10
[9] F. ZHANG, S.-c. LI, S.-k. LI, Three-dimensional Random Damage Prediction Model of Concrete Caused by Freezethaw, Journal of Civil, Architectural & Environmental Engineering, 1. (2011)
11
[10] C. Hazaree, H. Ceylan, K. Wang, Influences of mixture composition on properties and freeze–thaw resistance of
12
RCC, Construction and Building Materials, 25(1) (2011) 313-319.
13
[11] N. Delatte, C. Storey, Effects of density and mixture proportions on freeze–thaw durability of rollercompacted concrete pavement, Transportation research record, 1914(1) (2005) 45-52
14
[12] M. R. Ahadi, K. Siamardi, Laboratory study of durability of roller-compacted concrete pavement under freezing and melting cycles, Journal of management system 26(70), (2012). (in Persian)
15
[13] K. Siamardi, O. Taherianpour, Evaluation of the effect of cement paste volume on the resistance of rollercompacted concrete pavement mixtures without chemical air entrainment additives under freezing cycles, in: urban management and sustainable development, Islamshahr, 2013. (in Persian)
16
[14] Vice president of Strategic Planning and supervision, guideline for design and construction of rolled compacted concrete pavements, 2009. (In Persian)
17
[15] ACI, Report on roller compacted concrete pavement, in: Farmington Hills, MI: American Concrete Institute, 1995, pp15-3.
18
[16] ASTM. Committee C-9 on Concrete Aggregates, Standard test method for resistance of concrete to rapid freezing and thawing, ASTM International, 2008.
19
ORIGINAL_ARTICLE
Velocity structure in interflow density currents
Gravity currents, also known as density currents, or turbidity currents, are happened by the density difference between the flow and its ambient fluid. The density difference can be due to suspended particles, chemicals, soluble materials, and temperature differences. In dams reservoir ambient fluid, usually has a vertical stratification. When the gravity current arrived to ambient fluid, in the position that density of both gravity current and ambient fluid is equal the gravity current abandon the bed and flows in ambient fluid horizontally. Therefore the density current into this reservoir maybe intrude such as interflow density current. This study investigates the inter flow density current in a stratification ambient. For achieve to the objectives of this study, experiments were carried out at a flumes with 9 meters long by 4 discharge 1, 1.5, 2 and 2.5 l/s, and 4 concentration 5, 10, 15 and 20 mg/l, that created density 1003.2, 1006.3, 1009.4 and 1012.5 respectively. Stratification was made by mixture water and salt with vertical gradient. The investigation of velocity profiles showed that the flow is self-similar and velocity fluctuations Continues maximum up to 2.5 times greater than current thickness in the lower layer. The front velocity of currents in stratified environments increases at first then sizeable decreases. It shows that stratified can limited the flow movement. In each three slope, increasing of discharge and concentration increase velocity head of density current in stratified environment. As the slope increases, the current velocity increases at the underflow stage, and in the interflow stage, the slope does not have much effect on the current velocity. Interflow Travel Time decrease in increasing of discharge and concentration. Density current in weaker stratified can travel more distance in the slope and separate latter from the bed.
https://ceej.aut.ac.ir/article_3577_772cc466b0659006aebf64407fe63710.pdf
2020-12-21
2607
2620
10.22060/ceej.2019.15923.6084
Concentration gradient
Density current
Interflow
Stratification
Mohadeseh
Sadeghi Askari
sadeghi.mohad3@yahoo.com
1
Department of Hydraulic structures, Shahid Chamran University,
AUTHOR
mehdi
ghomeshi
m.ghomeshi@yahoo.com
2
department of water structurel engineering, faculty of water scienes engineering, shahid chamran university of ahvaz, ahvaz, iran
LEAD_AUTHOR
[1] J. Imberger, R. Thompson, C. Fandry, Selective withdrawal from a finite rectangular tank, Journal of fluid mechanics, 78(3) (1976) 489-512.
1
[2] R.J. Lowe, P. Linden, J.W. Rottman, A laboratory study of the velocity structure in an intrusive gravity current, Journal of Fluid Mechanics, 456 (2002) 33-48.
2
[3] D. Ahlfeld, A. Joaquin, J. Tobiason, D. Mas, Case study: Impact of reservoir stratification on interflow travel time, Journal of hydraulic engineering, 129(12) (2003) 966-975.
3
[4] B.R. Sutherland, P.J. Kyba, M.R. Flynn, Intrusive gravity currents in two-layer fluids, Journal of Fluid Mechanics, 514 (2004) 327-353.
4
[5] M. Wells, P. Nadarajah, The intrusion depth of density currents flowing into stratified water bodies, Journal of Physical Oceanography, 39(8) (2009) 1935-1947.
5
[6] S. An, P.Y. Julien, Three-dimensional modeling of turbid density currents in Imha Reservoir, South Korea, Journal of hydraulic engineering, 140(5) (2014) 05014004.
6
[7] X.-f. Zhang, S. Ren, J.-q. Lu, X.-h. Lu, Effect of thermal stratification on interflow travel time in stratified reservoir, Journal of Zhejiang University-SCIENCE A, 16(4) (2015) 265-278.
7
[8] Z. He, L. Zhao, T. Lin, P. Hu, Y. lv, H.-C. Ho, Y.-T. Lin, Hydrodynamics of gravity currents down a ramp in linearly stratified environments, Journal of Hydraulic Engineering, 143(3) (2016) 04016085.
8
[9] T. Ellison, J. Turner, Turbulent entrainment in stratified flows, Journal of Fluid Mechanics, 6(3) (1959) 423-448
9
[10] M. Sadeghi Askari, M. Ghomeshi, Experimental investigation of velocity profile in interflow density current, Journal of Hydraulic, 13(1) (1397) 58397, in Persian
10
[11] J.S. Turner, Buoyancy effects in fluids, Cambridge university press, 1979.
11
[12] M. Altinakar, W. Graf, E. Hopfinger, Flow structure in turbidity currents, Journal of Hydraulic Research, 34(5) (1996) 713-718.
12
[13] M. Garcia, G. Parker, Experiments on the entrainment of sediment into suspension by a dense bottom current, Journal of Geophysical Research: Oceans, 98(C3) (1993) 4793-4807.
13
[14] M. Sadeghi Askari, M. Ghomeshi, Experimental study of concentration profile in interflow density current, Journal of Irrigation Sciences and Engineering (JISE) 10.22055/ jise.2018.24246.1715, in Persian
14
[15] M.H. Garcia, Depositional turbidity currents laden with poorly sorted sediment, Journal of hydraulic engineering, 120(11) (1994) 1240-1263.
15
[16] S. Hosseini, A. Shamsai, B. Ataie-Ashtiani, Synchronous measurements of the velocity and concentration in low density turbidity currents using an Acoustic Doppler Velocimeter, Flow Measurement and Instrumentation, 17(1) (2006) 59-68.
16
[17] E. Khavasi, H. Afshin, B. Firoozabadi, Effect of selected parameters on the depositional behaviour of turbidity currents, Journal of Hydraulic Research, 50(1) (2012) 6069.
17
[18] Z. Nourmohammadi, H. Afshin, B. Firoozabadi, Experimental observation of the flow structure of turbidity currents, Journal of Hydraulic Research, 49(2) (2011) 168-177.
18
ORIGINAL_ARTICLE
A Traffic Optimization Model Considering Air Pollution Reduction (Case Study: Sadr Overpass)
Achieving the lowest emission rate of urban air pollutants, requires an effective management of mobile air polluting sources. To address this type of management, not only high quality vehicles should be recruited but also the quality of transportation such as amount, slope, and traffic patterns (i.e., steady vs. interrupted flow) should be considered. Therefore, a number of methods are emerged to control the steadiness of traffic flow through traffic network instruments such as traffic lights or ramp metering schemes. In this study, attempts have been made to model a steady traffic flow on the Sadr Overpass to mitigate the least air pollutants production Modeling the optimized traffic volume entering and leaving the ramps whilst maintaining an acceptable service level using a mathematical linear programming technique is presented. Furthermore, a simulation has been conducted using an IVE model to estimate the amount of emissions. The results indicate that temporary closure of ramps in the east-west direction could lead to a steady flowrate on the overpass which decreases the amount of CO and NOx by %54 and %25, respectively. Similarly, in the West-East direction, deploying a cyclic monitoring of traffic flow in the ramp discharging into Modarres Expressway, results in reduction of CO and NOX by %42 and %41, respectively.
https://ceej.aut.ac.ir/article_3558_819e5e351414a200fe6d1a5764eadffd.pdf
2020-12-21
2621
2634
10.22060/ceej.2019.15958.6094
Air pollution
mobile source Emissions
Traffic optimization model Linear
Programming
Transportation Demand
Management
Torkan
Alisoltani
torkan.alisoltani@ut.ac.ir
1
Graduate Student, School of Environment, College of Engineering, University of Tehran, Tehran, Iran
AUTHOR
Majid
shafeepour Motlaq
shafiepour@ut.ac.ir
2
Assistant professor, School of Environment, College of Engineering, University of Tehran, Tehran, Iran
LEAD_AUTHOR
KHosro
Ashrafi
khashrafi@ut.ac.ir
3
Associate professor, School of Environment, College of Engineering, University of Tehran, Tehran, Iran
AUTHOR
Meeghat
Habibian
habibian@aut.ac.ir
4
Assistant Professor, Department of Civil and Environmental Engineering, Amirkabir University of Technology
AUTHOR
[1] K. Ahn, H. Rakha, A field evaluation case study of the environmental and energy impacts of traffic calming, Transportation Research Part D: Transport and Environment, 14(6) (2009) 411-424.
1
[2] M. Habibian, A. Rezaei, Accounting for systematic heterogeneity across car commuters in response to multiple TDM policies: case study of Tehran, Transportation, 44(4) (2017) 681-700.
2
[3] A.R. Mamdouhi, B. Shirgir, Z. Ebadi Shivyari, Optimization of Highway Traffic Performance by Ramp Metering Control Method Using Mathematical Model, in: 11th International Railway Transportation Conference, Railway Transportation Association, 2009.
3
[4] M. Habibian, K. Khanali, M. Shanazari, Assessing the effect of cordon pricing policy on emission reduction benefit in central Isfahan, in, 2018.
4
[5] M. Khalili, H. Khaksar, A. Khorashahi, controlling city traffic using aimsun simulation software, in: 5th National Congress of Civil Engineering, Mashhad, Ferdowsi University of Mashhad, 2010.
5
[6] M. Kermanshah, H. Pourzahedi, H. Zarei, Assessment of Transport Demand Management Policies to Improve Urban Traffic Situation, Conference on the Economic Dimension of Transportation and Urban Transport, Tehran, 2011
6
[7] M. Habibian, M. Kermanshah, Policies to reduce car usage for work trips to central part of the city of Tehran, in: Seminar On Dimensions Of Urban Transportation, Iran , 23 October 2013
7
[8] J. Robinson, P. Gary Ramp metering status in North America: 1995 update., Washington, D.C.: U.S. Department of Transportation, (1995).
8
[9] H. Oliver, K. Gallagher, M. Li, K. Qin, J. Zhang, H. Liu, K. He, In-use vehicle emissions in China: Beijing study, 2009.
9
[10] M. Shafie-Pour, A. Tavakoli, On-Road Vehicle Emissions Forecast Using IVE Simulation Model, International Journal of Environmental Research, 7(2) (2013) 367-376.
10
[11] J. Du, Q. Li, F. Qiao, Impact of Different Ramp Metering Strategies on Vehicle Emissions Along Freeway Segments, 2018.
11
[12] L. Huan, H. Kebin, Traffic Optimization: A New Way for Air Pollution Control in China’s Urban Areas, Environmental Science & Technology, 46(11) (2012) 5660-5661.
12
[13] R.W. Atkinson, B. Barratt, B. Armstrong, H.R. Anderson, S.D. Beevers, I.S. Mudway, D. Green, R.G. Derwent, P. Wilkinson, C. Tonne, F.J. Kelly, The impact of the congestion charging scheme on ambient air pollution concentrations in London, Atmospheric Environment, 43(34) (2009) 5493-5500.
13
[14] M. Habibian, M. Ostadi Jafari, Assessing the role of transportation demand management policies on urban air pollution: A case study of Mashhad, Iran, in: U.S.-Iran Symposium on Air Pollution in Megacities, National Academies of Sciences and Engineering, Beckman Center in Irvine, CA, 3-5th Sep, CA, USA., 2013.
14
[15] S. Dibaj, M. Habibian, Effect of cordon pricing on air pollution (Case study: commuting trips to the central part of Tehran), in: The 3rd National Conference On Air & Noise Pollution Management, Sharif University of Technology, 14 January 2015 - 15 January 2015.
15
[16] M. Shojaei Zade, M. Habibian, A. Bakhtiari, Gasoline-powered motorcycles and air pollution restriction: A stated preference survey on commuter's willingness to use shared electric motorcycles, in: 98th Transportation Research Board (Trb) Annual Meeting, United States, 2018.
16
[17] S. Afandizadeh Zargari, M. Hajian, Evaluation of different options of transportation system in Tehran to reduce air pollution, International Journal of Industrial Engineering and Production Management, 12(3) (2001) 101-116.
17
[18] P. Arzhang, N. Hamidi, Providing an MCDM model for air pollution in Tehran, in: Second National Conference on Air Pollution and Sound Management, Sharif University of Technology, 2012.
18
[19] Tehran Traffic Control Company Tehran Municipality, in.
19
[20] A. Azar, Operational Research (1) (Public Administration, Business, Accounting), 1964.
20
[21] HCM 2010: highway capacity manual, Fifth edition.
21
Washington, D.C. : Transportation Research Board, c2010-, 2010.
22
[22] A. Rasooli, M. Safarzade, Optimized traffic management by intelligent acquisition of tolls in intra-city passages (case study Sadr Overpass), in: first conference of Intelligent Transportation Systems in Tehran, the Ministry of Transportation and Road Administration, 2013.
23
[23] M. Mir Mohammadi, Effects of public transportation development on reducing air pollution in terms of indicators, Report of Study and Planning Organization of Tehran, 2016.
24
[24] M. Naderi, V. Hosseini, Monitoring the quality of gasoline and diesel fuel in Tehran, Technical Report of the Air Quality Control Company, 2011-2014.
25
ORIGINAL_ARTICLE
Using Artificial Neural Network surrogate model to reduce the calculations of leak detection in water distribution networks
The leak detection parameters in the inverse transient analysis (ITA) are obtained in an inverse approach by solving a nonlinear programming problem using metaheuristic algorithms such as genetic algorithms (GA). Beside its high capability in deriving the leak detection parameters, the ITA method is computationally complex and costly. Applying optimization techniques like GA can reduce the complexcity of the ITA method. This study aims to increase the computational efficiency by employing surrogate models in the optimization process of the ITA method. The surrogate model is in fact a simulated sample of the main model capable of approximately calculating the objective function in a fraction of a second. The way these models are integrated into the optimization model highly affects their success or failure. To this end, two algorithms incorporating population-based surrogate models, namely (Pre-selection Strategy) PS and (Best Strategy) BS, were presented. To evaluate and compare the results, a distribution network was used to identify the leak detection parameters. The results indicated an increase in the computational efficiency compared to the ITA method integrated with the GA. The PS algorithm demonstrated the highest performance by reducing the objective function and time complexity by 58% and 78%, respectively.
https://ceej.aut.ac.ir/article_3719_6c9bde8cb8618dc899a3817fecf0ca7f.pdf
2020-12-21
2635
2648
10.22060/ceej.2019.15980.6096
Computational efficiency
Inverse Analysis
Metaheuristic algorithm
optimization
Transient
saeed
sarkamaryan
saeid.sarkamaryan@gmail.com
1
Department of Civil Engineering, Faculty of Engineering, Shahid Chamran University of Ahvaz, Ahvaz, Iran.
AUTHOR
Seyed Mohammad
Ashrafi
ashrafi@scu.ac.ir
2
Department of Civil Engineering, Faculty of Engineering, Shahid Chamran University of Ahvaz, Ahvaz, Iran.
LEAD_AUTHOR
Ali
Haghighi
ali77h@gmail.com
3
Department of Civil Engineering, Faculty of Engineering, Shahid Chamran University of Ahvaz, Ahvaz, Iran.
AUTHOR
Hossein
M.V. Samani
hossein.samani@gmail.com
4
Department of Civil Engineering, Faculty of Engineering, Shahid Chamran University of Ahvaz, Ahvaz, Iran.
AUTHOR
[1] R. Puust, Z. Kapelan, D. Savic, T.J.U.W.J. Koppel, A review of methods for leakage management in pipe networks, 7(1) (2010) 25-45.
1
[2] I. Barradas, L.E. Garza, R. Morales-Menendez, A. VargasMartínez, Leaks detection in a pipeline using artificial neural networks, in: Iberoamerican Congress on Pattern Recognition, Springer, (2009), pp. 637-644.
2
[3] S. Sarkamaryan, A. Haghighi, A.J.J.o.W.S.R. Adib, Technology-Aqua, Leakage detection and calibration of pipe networks by the inverse transient analysis modified by Gaussian functions for leakage simulation, 67(4) (2018) 404-413.
3
[4] J.P. Vitkovsky, M.F. Lambert, A.R. Simpson, X.-J. Wang, An experimental verification of the inverse transient technique for leak detection, in: 6th Conference on Hydraulics in Civil Engineering: The State of Hydraulics; Proceedings, Institution of Engineers, Australia, (2001), pp. 373.
4
[5] Z.S. Kapelan, D.A. Savic, G.A. Walters, A hybrid inverse transient model for leakage detection and roughness calibration in pipe networks, Journal of Hydraulic Research, 41(5) (2003) 481-492.
5
[6] A. Haghighi, C. Covas, H. Ramos, Modified inverse transient analysis for leak detection of pressurized pipes, BHR group pressure surges, (2012).
6
[7] R.S. Pudar, J.A. Liggett, Leaks in pipe networks, Journal of Hydraulic Engineering, 118(7) (1992) 1031-1046.
7
[8] J.P. Vítkovský, A.R. Simpson, M.F. Lambert, Leak detection and calibration using transients and genetic algorithms, Journal of water resources planning and management, 126(4) (2000) 262-265.
8
[9] H. Shamloo, A. Haghighi, Optimum leak detection and calibration of pipe networks by inverse transient analysis, Journal of Hydraulic Research, 48(3) (2010) 371-376.
9
[10] A. Haghighi, H.M. Ramos, Detection of leakage freshwater and friction factor calibration in drinking networks using central force optimization, Water resources management, 26(8) (2012) 2347-2363.
10
[11] C.-C.J.W. Lin, A hybrid heuristic optimization approach for leak detection in pipe networks using ordinal optimization approach and the symbiotic organism search, 9(10) (2017) 812.
11
[12] S. Sarkamaryan, A. Haghighi, A. Adib, Leakage detection and calibration of pipe networks by the inverse transient analysis modified by Gaussian functions for leakage simulation, Journal of Water Supply: Research and Technology-Aqua, 67(4) (2018) 404-413.
12
[13] Y. Tenne, C.-K. Goh, Computational intelligence in expensive optimization problems, Springer Science & Business Media, (2010).
13
[14] L. Gräning, Y. Jin, B. Sendhoff, Individual-based management of meta-models for evolutionary optimization with application to three-dimensional blade optimization, in: Evolutionary computation in dynamic and uncertain environments, Springer, (2007), pp. 225-250
14
[15] A.C. Caputo, P.M. Pelagagge, Using neural networks to monitor piping systems, Process Safety Progress, 22(2) (2003) 119-127.
15
[16] C. Sivapragasam, R. Maheswaran, V. Venkatesh, ANNbased model for aiding leak detection in water distribution networks, Asian Journal of Water, Environment and Pollution, 5(3) (2008) 111-114.
16
[17] M. Romano, Z. Kapelan, D. Savić, Real-time leak detection in water distribution systems, in: Water Distribution Systems Analysis 2010, (2010), pp. 1074-1082.
17
[18] M. ATTARI, M.M. FAGHFOUR, New Method for Leakage Detection by Using Artificial Neural Networks, (2018).
18
[19] H. Hao, J. Zhang, A. Zhou, A Comparison Study of Surrogate Model Based Preselection in Evolutionary Optimization, in: International Conference on Intelligent Computing, Springer, (2018), pp. 717-728.
19
[20] Y.J.S. Jin, E. Computation, Surrogate-assisted evolutionary computation: Recent advances and future challenges, 1(2) (2011) 61-70.
20
[21] M.H. Chaudhry, Applied hydraulic transients, Springer, (1979).
21
[22] A. Haghighi, H.J.P.I.C.E.W.M. Shamloo, Transient generation in pipe networks for leak detection, 164(6) (2011) 311-318.
22
ORIGINAL_ARTICLE
Monthly precipitation prediction improving using the integrated model based on kernel-wavelet and complementary ensemble empirical mode decomposition
Estimates of monthly rainfall are important for various purposes such as flood estimation, drought, irrigation planning, and river basin management. In the present study, the monthly rainfall of Tabriz station was investigated using the intelligent Gaussian Process Regression (GPR) method based on Complementary Ensemble Empirical Mode Decomposition (CEEMD) and Wavelet Transform (WT). Different models were defined based on teleconnection patterns and climatic elements, and the impact of different input parameters was assessed. The obtained results proved high capability and efficiency of the applied method in predicting the monthly precipitation. The results showed that time series decomposition based on wavelet transformation led to more accurate outcomes compared to the complementary ensemble empirical mode decomposition. The best evaluation of test series using wavelet transform decomposition was obtained for the state of modeling based on teleconnection patterns and climatic elements with the values of DC=0.889, R=0.961 and RMSE=0.036. Also, based on the sensitivity analysis, Pt-3 was found to be the most effective parameter in modeling.
https://ceej.aut.ac.ir/article_3603_27e2bad8fee7528ae4e89d73b70e21cf.pdf
2020-12-21
2649
2660
10.22060/ceej.2019.16043.6109
Climatic elements
Empirical mode
GPR, Precipitation
Wavelet transform
Kiyoumars
Roushangar
kroshangar@yahoo.com
1
Civil Engineering Department, Tabriz University, Tabriz, Iran.
LEAD_AUTHOR
roghayeh
ghasempour
ghassempourroghy@gmail.com
2
Water resource engineering and management, Faculty of Civil Engineering, University of Tabriz, Tabriz, Iran
AUTHOR
[1] M.j. Nazemsadat, A.A. Gamgar Haghighi, M. Sharifzadeh, M. Ahmadvand, Adoption of long-term rainfall forecasts ( studied by wheat farmers in Fars Province), Journal of Iranian Agricultural Science and Education, 22 (2006)1-15. [in Persian]
1
[2] P. Tofani, E. Mosaedi, A. Fakheri Fard, Precipitation forecast using wavelet theory, Water and Soil Journal (Agriculture Sciences and Technology), 25(5) (2011)1217-1226. [in Persian]
2
[3] H. Sharifan, B. Ghahreman, Estimation of Rain Forecast Using ARIMA Technique in Golestan Province, Journal of Agricultural Sciences and Natural Resources, 14 (2008) 13-14. [in Persian]
3
[4] M. Gholabi, A. Akhund, Ali, F. Radmanesh, M. Kashifipour , Comparison of Predicting the Jenkins Box Models in Seasonal Modeling (Case Study: Selected Stations in Khuzestan Province), Quarterly Journal of Geographic Research, 29(3) (2012) 61-72. [in Persian]
4
[5] A. S. Soltani, A. Saberi, M. Gheisouri, Determination of the best time series model for forecasting annual rainfall of selected stations of Western Azerbaijan province, Researches in Geographical Sciences, 17(44) (2017) 87105.
5
[6] ASCE, Task Committee on Application of Artificial Neural Networks in Hydrology, Artificial Neural Networks in hydrology. I: Preliminary concepts, Hydrological Engineering, ASCE. 5(2) (2000) 115-123.
6
[7] C. Siviapragasam, S. Liong, Rainfall and runoff forcasting with SSA-SVM approach, Hydroinformation, 3(2001) 141-152.
7
[8] K. Roushangar, R. Ghasempour, The study of the performance of classical and artificial intelligence methods in the estimation of roughness coefficients in pontoons, Irrigation and Drainage Journal of Iran, 12(4) (2019) 811-822. [in Persian]
8
[9] O. Kisi, M. Cimen, Precipitation forecasting by using wavelet-support vector machine conjunction model, Engineering Application Artificial Intelligence, 25 (2012) 783–792.
9
[10] F.S. Marzano, E. Fionda, P. Ciotti, Neural-network approach to ground- based passive microwave estimation of precipitation intensity and extinction, Hydrology, 328 (2006) 121–131.
10
[11] Z. Razzaghzadeh, V. Nourani, N. Behfar, The conjunction of feature extraction method with AI-based ensemble statistical downscaling models, Amirkabir Journal of Civil Engineering, DOI: 10.22060/ceej.2018.14986.5806, (2018). [in Persian]
11
[12] S. Kumar, D. Tripathy, S. Nayak, S. Mohaparta, Prediction of rainfall in India using artificial neural network models, International Journal of intelligent system and applications, 12 (2013) 1-22.
12
[13] D. Nayak, A. Mahapatra, P. Mishra, A survey on rainfall prediction using artificial neural network, International journal of computer applications, 72(16) (2013) 32-40.
13
[14] K.M. Lau, H.Y. Weng, Climate signal detection using wavelet transform, How to make time series sing, Bull Am Meteorol Soc, 76 (1995) 2391-2402.
14
[15] K. Adamowski, A. Prokoph, J. Adamowski, Development of a new method of wavelet aided trend detection and estimation, Hydrology Process, 23(18) (2009) 2686–2696.
15
[16] C.M. Chou, Complexity analysis of rainfall and runoff time series based on sample entropy in different temporal scales, Stochastic Environmental Research and Risk Assessment, 6 (2011) 1401–1408.
16
[17] Y. Amirat, M. Benbouzidb, T. Wang, K. Bacha, G. Feld, EEMD-based notch filter for induction machine bearing faults detection, Applied Acoustics, 133 (2018) 202–209.
17
[18] Z. Wu, N.F. Huang, A study of the characteristics of white noise using the empirical mode decomposition method, Proc RS Lond 460A: 1597–1611, (2004).
18
[19] C.E. Rasmussen, C.K.I. Williams, Gaussian Processes for Machine Learning. The MIT Press, Cambridge, MA, (2006).
19
[20] W.C. Dawson, R. Wilby, An artificial neural network approach to rainfall-runoff modelling. Hydrological Sciences Journal, 43(1) (1998) 47-66.
20
[21] NOAA Earth System Research laboratory, https://www.esrl.noaa.gov/psd/data/climateindices/list/, (2009).
21