ORIGINAL_ARTICLE
Modeling and Estimating the Uplift Force of Gravity Dams Using Finite Element and Artificial Neural Network Whale Optimization Algorithm Methods
The correct identification of the uplift force plays an important role in the stability analysis of gravity dams. Therefore, it is very important to estimate it accurately. For this purpose, a numerical model of the foundation of a gravity dam of the Guangzhao, China was made using finite element method. After simulation, the uplift force values were obtained in different positions of drainage. Require experience, the timing of calculations and the accurate determination of the boundary conditions in numerical models, have caused to the development of the tendency to use intelligent models. For this purpose, in addition to the Artificial Neural Network model (ANN) with three-layer that consists of 4 input neurons, 1 hidden layer (with 8 neurons), and 1 output neurons, a new hybrid model of Artificial Neural Network-Whale Optimization Algorithm (ANN-WOA), was developed. The ratio of the parameters of the distance of the drain row from upstream dam, the distance from the center to center of drains, the drain diameter and the water surface upstream of the reservoir dam respect to the width of the dam foundation as input and relative uplift force were considered as output. The values of R2 , RMSE and RE% for the ANN-WOA model, were 0.998, 0.021 and 3.3%, respectively, and for the ANN model were 0.995, 0.261 and 4.67% respectively, that indicate the higher accuracy of the ANN-WOA model in the estimation of the uplift force than the ANN. In addition, the density plot box and the violin plot indicate that the point density and the probability distribution estimated data with the ANN-WOA model is very similar to that the data obtained from the numerical simulation compared with the ANN model.
https://ceej.aut.ac.ir/article_3293_3b676825686cf6f59d1d5f2a40b4d29b.pdf
2020-09-22
1595
1608
10.22060/ceej.2019.15532.5939
gravity dam
Uplift force
finite element method
Hybrid artificial neural network-whale optimization algorith
Bahram
Nourani
nourani.t_bahram@yahoo.com
1
candidated phd
AUTHOR
Farzin
Salmasi
ferzin.salmasi@gmail.com
2
Tabriz University, Agricultural faculty, Irrigation department
LEAD_AUTHOR
Mohammad Ali
Ghorbani
m_ali_ghorbani@ymail.com
3
Department of Water Engineering, Faculty of Agriculture
AUTHOR
[1]R.S. Varshney, Concrete Dams, Oxford and IBH Publishing CO. New Delhi, 1982.
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[2]A.S. Chawla, M. Nathi, Uplift pressures on hollow gravity dams, Hydraulics Division, ASCE, 273-257 (1979) (3)105.
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[6]A.E. Mohamed, M.A. Magdy, Optimum Position of Drainage Gallery underneath Gravity Dam, in: Sixth International Water Technology Conference, IWTC, Alexandria, Egypt, 2001.
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[7]B. Melvandi, , Investigating the behavior of deep drainage in reducing lifting force in concrete concrete weights by solving three-dimensional drainage equation, in: 6th Iranian Hydraulic Conference, Shahrekord Iran 2007.
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[8]S. Nejati, Numerical simulation of relief wells in downstream of embankment dams, University of Tabriz agriculture faculty, 2014.
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[9]H. Khalili Shayan, E. Amiri Takledani, A. Yeganeh, Laboratory and Numerical Evaluation of Estimating Effective Inflatable Force Effects on Deviant Dams, in:
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3rd National Conference on Irrigation and Drainage Networks Management, Shahid Chamran University of Ahvaz, Ahwaz, 2010.
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[10]R.I. Nasr, B.A. Zeydan, M.F. Bakhry, M.S. Saloom, Uplift pressure relief on lined canals using tile drains, Alexandria Engineering 507-497 (2003) (4)42.
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[11]Y. Chen, C. Zhou, H. Zheng, A numerical solution to seepage problems with complex drainage systems, Computers and Geotechnics, .393-383 (2008) 35
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[12]B. Nourani, F. Salmasi, A. Abbaspour, B. Oghati, Numerical investigation of the optimum location for vertical drains in gravity dams, Geotechnical and Geological Engineering, 808-799 (2016) (2)35.
13
[13]F. Salmasi, R. Khatibi, B. Nourani, Investigating reduction of uplift forces by longitudinal drains with underlined canals, ISH Journal of Hydraulic Engineering, 91-81 (2017) (1)24.
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[14]Dehghani, G.H. Montazeri, F. Nasiri, M. Ghodsian, Using genetic algorithm and artificial neural network in optimizing deights Dams, Special Issue of Civil Engineering, 112-99 (2006) 25.
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[15]Komakpanah, S. Bakhtiari, Use of neural network in the design of python injections, Special Issue of Civil Engineering .98-91 (2009) 35
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[17]T. Honar, S. Pourhamzeh, A neural network model to predict characteristics of Hydraulic Jump in Stilling Basins with Convergent Wall, Water and soil science, 109-99 (2012) (2)23.
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[18]Eskandariyan, Effect of previous rainfall in river flow estimation by rainfall-runoff intelligent modeling, in: Proceedings of the 8th International Congress on Civil Engineering, Shiraz 2008.
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[20]Anonymous, Geo-Studio,Version 8.15.11236, User Manual. GEOSLOPE International, Calgary, in, Alberta, Canada, 2012.
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23
ORIGINAL_ARTICLE
Experimental Investigation of the Effect of Bed’s Coarse Grain Sediments on the Critical Shear Stress for Deposition of Suspended Sediments
The importance of sediments studies for safety design of hydraulic structures has been drawn attention by river engineers. Determining the critical shear stress for suspended sediment is of highly significant in sediment hydraulics. Therefore in this research, the deposition process of suspended sediment in the presence of bed sediment has been investigated. Deposition experiments were carried out in the circular flume for three values of shear stress, six types of beds (smooth bed and five coarse[1]grained sediments) with initial concentrations of 5, 10 and 20 g/l. The results showed that, for the same initial concentration and equal velocity of flume rotation, the deposition of suspended sediments in the bed containing sediments is higher than that of the smooth bed. However, for specific flume rotation velocity, the bed coarse-grained increased the average of flow shear stresses. It was also found that bed sediments generally increased the critical shear stress for all deposition relative to the smooth bed. Accordingly, it can be explained that in the bed with coarse grain sediments, in the flow with bigger turbulence, full deposition conditions for suspended sediments still exist. The results of this study showed for threshold critical shear stress in a smooth bed, for shear stress of less than 1.28 N/m2, sediments are in the state of the deposition threshold, but for bed containing coarse grain sediment was observed in which the suspended sediments was deposited in each flow shear stress and trapped among bed sediments. Also, it can be stated that due to the phenomenon of trapping suspended sediments in the bed containing coarse grain sediments, cannot be considered threshold critical shear stress for deposition of suspended sediments.
https://ceej.aut.ac.ir/article_3310_116301d7ea82ce4700b564b5e941aeef.pdf
2020-09-22
1609
1620
10.22060/ceej.2019.15541.5942
Entrapment
Erosion Rate
Circular Flume
Cohesive Sediments
Critical shear stress
Milad
Khastar Boroujeni
khastar1365@yahoo.com
1
Water Engineering Department, Ferdowsi University of Mashhad/ Mashhad, Iran
AUTHOR
Saeed Reza
Khodashenas
saeedkhodashenas@yahoo.fr
2
Water Engineering Department, Ferdowsi University of Mashhad
LEAD_AUTHOR
Hossein
Samadi-Boroujeni
samadi153@yahoo.com
3
دانشگاه شهرکرد
AUTHOR
[1] E. Partheniades, Cohesive Sediments in Open Channels, Elsevier Inc,Burligton, USA, (2009).
1
[2] J. Huang, R.C. Hilldate, B.P. Greiman, Erosion and sedimentation manual, in, U.S. Department of the interior. United States Bureau of Reclamation, (2006).
2
[3] Droppo IG, D’Andrea L, Krishnappan BG, Jaskot C, Trapp B, Basuvaraj M, Liss SN, Fine-sediment dynamics: towards an improved understanding of sediment erosion and transport, in: Journal of Soil Sediment (2015), 15:467–479.
3
[4] R.B. Krone, Flume Studies of the Transport of Sediment in Estuarial Shoaling Processes,, Technical Report, Hydraulic Engineering Laboratory, University of California, Berkeley California., (1962).
4
[5] A.J. Mehta, E. Partheniades, Depositional Behavior of Cohesive Sediments, Univ. of Florida, Gainesville, Florida, (1973).
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[6] A.J. Mehta, E. Partheniades, Depositional Behavior of Cohesive Sediments, Univ. of Florida, Gainesville, Florida, (1973).
6
[7] J.P. Maa, J. Kwon, K. Hwang, H.K. Ha, Critical bed shear stress for cohesive sediment deposition under steady flows, Journal of Hydraulic Enigineering (ASCE), 134(12), (2008), pp 5.
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[8] D. Milburna, B.G. Krishnappan, Modelling Erosion and Deposition of Cohesive Sediments from Hay River, Northwest Territories, Canada, in: 13’ Northern Res. Basins/Workshop, Nordic Hydrology, Territories, Canada, (2001), pp. 14.
8
[9] B.G. Krishnappan, R. Stephens, Critical shear stresses for erosion and deposition of fine suspended sediment from the Athabasca River, Northern River Basins Study Project, (1996).
9
[10] M. Khastar-Boroujeni, K. Esmaili, H. Samadi-Boroujeni, A. Ziaei, Wastewater Effect on the Deposition of Cohesive Sediment, Journal of Environmental Engineering, ASCE, (2018).
10
[11] H. Samadi- Boroujeni, M. Khastar Boroujeni, R. Fatahi Nafchi, M. Ghasemi, M. Heidari, Experimental Study on suspended sediment deposition process in Karkheh dam reservoir, Amirkabir Journal of Civil Engineering, (2018).
11
[12] N. Vojdani, M. Ghomshi, Erosion critical shear stress of cohesive sediment and its role in the design of open channels, in: national conference on irrigation
12
and dranage network management, Sh Chamran
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University, (2006).
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[13] W.I. Ford, J.F. Fox, Model of particulate organic carbon transport, in an 431 agriculturally impacted stream,. Hydrological Processes, (2014), 28(3), 662-675.
15
[14] B.G. Krishnappan, P. Engel, Entrapment of fines in coarse sediment beds, River Flow Ferreira, Alves, Leal and Cardoso (eds). Taylor and Francis Group, London, (2006), 817–824.
16
[15] D. Huston, J. Fox, Clogging of fine sediment within gravel substrates: dimensional analysis and macroanalysis of experiments in hydraulic flumes, in Journal of Hydraulic Engineering, (2015), 141:04015015.
17
[16] K. Glasgerben, M. Stone, B. Krishnappan, J. Dixon, U. Silins, The effect of coarse gravel on cohesive sediment entrapment in an annular flume, in: Proceedings of the International Association of Hydrological Sciences (2015), pp. 5.
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[17] E. Partheniades, J. G.Kennedy, Deposition behavior of fine sediment in a turbulent fluid motion, Proc., 10th Int. Conf. on Coastal Engineering, Tokyo, (1966), pp.707–724.
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[18] E.Partheniades, R.H. Cross, A. Ayora, Further research on the deposition of cohesive sediments, in Proceedings of the 11th Conference on Coastal Engineering, (1968), pp. 723–772.
20
ORIGINAL_ARTICLE
Estimation of Minimum Ecological Water Level of GooriGol Wetland Using a Multi Objective Programming Model
Estimation of the ecological level of water bodies is crucial to protect aquatic ecosystems and has become a major issue in sustainable water resources planning. In recent decades, several methods are utilized to estimate the minimum ecological flow in rivers and the minimum ecological level in lakes and wetlands. In this research, a multi-objective programming model is used to determine the ecological level of the GooriGol wetland. The proposed model has two objective functions with two indices of water and ecosystem indicators. The wetland water level has been selected as a water index and three species of important ducks of the wetland have been chosen as the ecosystem indices. The first objective function is to minimize the wetland water level, so that more water is provided to meet the needs of human societies, while the second objective function ensures the maximum ecosystem indices, so that more habitats are provided for aquatic ecosystems. Therefore, the aim of this model is to provide circumstances for the largest ecological services with the least amount of water. The used data in the multi-objective programming model are the storage water volume, wetland surface water area and water levels from 2003 to 2017 and the number of three important species of ducks from 2003 to 2017 as well. In order to solve this multi-objective optimization model, the sum of weighting technique is used and Benson method is used to verify the obtained results for situation in which white-head duck is chosen as the ecosystem indicator. The results indicated that the minimum ecological water level of GooriGol wetland is 1912.6 meter and the corresponding water storage volume of wetland is 503000 cubic meters. The field observations during the recent decade are in agreement with the obtained result of this research and indicates the decreasing the water level from 1912.6 m causes considerable declining in the ecological performance of the wetland.
https://ceej.aut.ac.ir/article_3340_8835350fe19bdfc173029d0ef7da5fc7.pdf
2020-09-22
1621
1636
10.22060/ceej.2019.15563.5951
Minimum ecological water level
Multi-objective programming model
Break point
GooriGol wetland
Ecosystem
Rahman
Eskandari
r.eskandari@tabrizu.ac.ir
1
Ph.D. student of applied Mathematics, Faculty of Mathematic Sciences, University of Tabriz, Tabriz, Iran
AUTHOR
Javad
Parsa
jparsa@tabrizu.ac.ir
2
Tabriz University
LEAD_AUTHOR
Rashed
Khanjani Shiraz
rashed.shiraz@gmail.com
3
Associate Professor, Faculty of Mathematic Sciences, University of Tabriz, Tabriz, Iran
AUTHOR
[1]D. P. Loucks, E. Van Beek, J. R. Stedinger, J. P. Dijkman, and M. T. Villars, Water resources systems planning and management: an introduction to methods, models and applications. Paris: Unesco, 2005.
1
[2]S. Shang, “A general multi-objective programming model for minimum ecological flow or water level of inland water bodies,” Journal of Arid Land vol. 7, no. 2, pp. 166-176, 2015.
2
[3]Y. Xu, Y. Wang, S. Li, G. Huang, and C. Dai, “Stochastic optimization model for water allocation on a watershed scale considering wetland’s ecological water requirement,” Ecological Indicators, vol. 92, pp.330-341,2018 .
3
[4]X. Sun, S. Xiong, X. Zhu, X. Zhu, Y. Li, and B. L. J. E.m. Li, “A new indices system for evaluating ecologicaleconomic-social performances of wetland restorations and its application to Taihu Lake Basin, China,” Ecological modelling, vol. 295, pp. 216-226, 2015.
4
[5]K. Dorau, H. Gelhausen, D. Esplör, and T. J. E. E. Mansfeldt, “Wetland restoration management under the aspect of climate change at a mesotrophic fen in Northern Germany,” Ecological Engineering, vol. 84, pp. 84-91, 2015.
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[6]J. J. J. o. e. m. Garg, “Wetland assessment, monitoring and management in India using geospatial techniques,” Journal of environmental management, vol. 148, pp. 112123, 2015.
6
[7]K. Song, Wang, Z., Li, L., Tedesco, L., Li, F., Jin, C., & Du, J. , “Wetlands shrinkage, fragmentation and their links to agriculture in the Muleng–Xingkai Plain, China,” Journal of environmental management vol. 111, pp. 120132, 2012.
7
[8]S. Sajedipour, H. Zarei, and S. Oryan, “Estimation of environmental water requirements via an ecological approach: A case study of Bakhtegan Lake, Iran,” Ecological Engineering, vol. 100, pp. 246-255, 2017.
8
[9]J. Lu, “Estuary ecology,” ed: Beijing: Ocean Press, 2003.
9
[10]X. Liu, Z. Yang, S. Yuan, and H. X. Wang, “A novel methodology for the assessment of water level requirements in shallow lakes,” Ecological engineering, vol. 102, pp. 31-38, 2017.
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[11]Beca, “Draft guidelines for the selection of methods to determine ecological flows and water levels,” R. p. b. B. I. L. f. M. f. t. Environment, Ed., ed: Ministry for the Environment Wellington, 2008, p. 145.
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[12]D. L. J. Tennant, “Instream flow regimens for fish, wildlife, recreation and related environmental resources,” Fisheries, vol. 1, no. 4, pp. 6-10, 1976.
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[13]C. J. Gippel and M. J. Stewardson, “Use of wetted perimeter in defining minimum environmental flows,” International Journal Devoted to River Research Management, vol. 14, no. 1, pp. 53-67, 1998.
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[14]K. D. Bovee, “A guide to stream habitat analysis using the instream flow incremental methodology,” هn Instream Flow Information Paper 12. Washington D C: Fish and Wildlife Service, Office of Biological Services., 1982.
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[15]T. Waddle, “ PHABSIM for Windows: User’s Manual and Exercises: Fort Collins, CO,” US Geological Survey, vol. 2001, no. 340, 2001.
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[16]J. King, D. Louw, and Management, “Instream flow assessments for regulated rivers in South Africa using the Building Block Methodology,” Aquatic Ecosystem Health, vol. 1, no. 2, pp. 109-124, 1998.
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[17]R. E. Tharme, “A global perspective on environmental flow assessment: emerging trends in the development and application of environmental flow methodologies for rivers,” River research, vol. 19, no. 5‐6, pp. 397-441, 2003.
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[18]I. G. Jowett, “Instream flow methods: a comparison of approaches,” Regulated Rivers: Research & Management vol. 13, no. 2, pp. 115-127, 1997.
18
[19]D. Conway, “Extreme rainfall events and lake level changes in East Africa: recent events and historical precedents,” in The East African great lakes: limnology, palaeolimnology and biodiversity: Springer, 2002, pp. 63.29
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[20]Z. Xu, M. Chen, and Z. Dong, “Researches on the calculation methods of the lowest ecological water level of lake,” Acta Ecologica Sinica, vol. 24, no. 10, pp. 23242328, 2004.
20
[21]S. Shang, “Lake surface area method to define minimum ecological lake level from level-area-storage curves,” Journal of Arid Land, vol. 5, no. 2, pp. 133-142, 2013.
21
[22]L. Li, J. Li, L. Liang, and Y. Liu, “Method for calculating ecological water storage and ecological water requirement of marsh,” Journal of Geographical Sciences, vol. 19, no. 4, pp. 427-436, 2009.
22
[23]Y.-y. Tan, X. Wang, C.-h. Li, Y.-p. Cai, Z.-f. Yang, and Y.-l. Wang, “Estimation of ecological flow requirement in Zoige Alpine Wetland of southwest China,” Environmental Earth Sciences, vol. 66, no. 5, pp. 15251533, 2012.
23
[24]M. Ehrgott, Multicriteria optimization. Springer Science & Business Media, 2005.
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[25]A. Abraham and L. Jain, “Evolutionary multiobjective optimization,” in Evolutionary Multiobjective Optimization: Springer, 2005, pp. 1-6.
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[26]G. Eichfelder, Adaptive scalarization methods in multiobjective optimization. Springer, 2008.
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[27]S. Shang, «A multiple criteria decision‐making approach to estimate minimum environmental flows based on wetted perimeter,” River research applications, vol. 24, no. 1, pp. 54-67, 2008.
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[28]S.-h. Shang and X.-m. Mao, “Determination of minimum flood flow for regeneration of floodplain forest from inundated forest width-stage curve,” Water Science Engineering, vol. 3, no. 3, pp. 257-268, 2010.
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[29]S. Shang and S. Shang, “Simplified Lake Surface Area Method for the Minimum Ecological Water Level of Lakes and Wetlands,” Water Science Engineering, vol. 10, no. 8, p. 1056, 2018.
29
[30]s. Ramsar, “the Ramsar List of Wetlands of International Importance,” http://archive.ramsar.org/cda/en/ramsardocuments-list/main/ramsar/1-31-218_4000_0__, 2014.
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[31]A. C. Company, “Manual for determining the water requirement of wetlands,” (in persian), pp. 75-85, 1392, Art. no. 22.
31
[32]M. Abbaspour and A. Nazaridoust, “Determination of environmental water requirements of Lake Urmia, Iran: an ecological approach,” International Journal of Environmental Studies, vol. 64, no. 2, pp. 161-169, 2007.
32
[33]G. m. R. Zolfaghari s., Habibnejad m.,Afkhami m., “Investigation and assessment of environmental flow by hydrological method (case study: Shadegan Wetland),” (in persian), vol. 3, no. 8, pp. 67-70, 2009.
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[34]A. Castellarin, G. Galeati, L. Brandimarte, A. Montanari, and A. Brath, “Regional flow-duration curves: reliability for ungauged basins,” Advances in Water Resources, vol. 27, no. 10, pp. 953-965, 2004.
34
[35] S. T. K. B. R. L. Taghavi, «Determination of environmental water requirement of Miankaleh wetland,” (in persian), Journal of environmental science and technology vol. 16, no. 2, pp. 101-109, 2014.
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[36] m. sedighkia, S. A. Ayyoubzadeh, and M. Hajiesmaeli, "Investigation on the necessities of Instream Flow Needs assessment in the rivers using hydro-ecological methods (Case study: Delichai river in Tehran, Iran)," (in persian), Eco Hydrology, vol. 2, no. 3, pp. 289-300, 2015.
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[37] J. Behmanesh, S. Mostafavi, and S. Z. Ghavidel, "Use of Soft Calculations at Estimation and Prediction of Environmental Flow Discharge (Case Study: Khorkhoreh Chay River)," (in persian), Civil And environmental Engineering, vol. 47, no. 88, pp. 9-22, 2017.
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[38] F. Fatemeh, E. Kumars, and B. Sogand, "Determination of the Environmental Flow Requirements for the SefidRud River, IRAN," (in persian), Eco Hydrology, vol. 5, no. 3, pp. 753-762, 2018.
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[40] S. Shang, "System Analysis of Water Resources: Methods and Applications," ed: Beijing: Tsinghua University Press, 2006.
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[41] J. Stoer and R. Bulirsch, Introduction to numerical analysis. Springer Science & Business Media, 2013.
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[42]N. L. Poff, R. E. Tharme, and A. H. Arthington, "Evolution of environmental flows assessment science, principles, and methodologies," in Water for the environment: Elsevier, 2017, pp. 203-236.
42
ORIGINAL_ARTICLE
Evaluation and Comparison of the Slots and Collars Performance in Reducing Scouring around Bridge Abutments
The bridge failure caused by the local scouring phenomenon around its piers or abutments is a common phenomenon. Therefore, some methods should be used to prevent the destruction of these structures. Slots and collars are among the tools that can be used for this purpose. Therefore, by conducting 49 tests in this research, we will examine and compare the performance of these two tools with new approaches around bridge abutments using an experimental model in different flow conditions. The results show that although the most effective slot model can reduce the dimensions and depth of scour hole by 61%, it cannot postpone the start of the scouring phenomenon and take the scour hole away from the abutment surroundings. However, for the most effective collar and highest Froude number, the scour hole reaches the base point after 120 minutes from the start of the test. In this collar model, the maximum depth of scour hole is shifted to a more distant point from the abutment, and the percentage of reduction in the depth of scour hole at the base point and erodible bed is 96% and 56%, respectively.
https://ceej.aut.ac.ir/article_3326_5328e45a6cc11fe292533d8be9d6b076.pdf
2020-09-22
1637
1650
10.22060/ceej.2019.15565.5953
bridge abutment
local scouring
Slot
collar
erodible bed
mahdi
osrush
mehdi.osroush@srbiau.ac.ir
1
department of civil engineering, science and research branch, Islamic Azad university
AUTHOR
seyed abbas
hosseini
abbas_hoseyni@srbiau.ac.ir
2
Department of civil engineering, Science and research branch, Islamic azad University, Tehran , Iran
LEAD_AUTHOR
Amir abbas
Kamanbedast
kamanbedast@iauahvaz.ac.ir
3
agricultural department, Islamic azad University, Ahvaz Branch
AUTHOR
1.Sumer, B. M., & Fredsøe, J. (2002). The mechanics of scour in the marine environment, Adv. Ser. Ocean Eng, 17.
1
2.Barbhuiya, A. K., & Dey, S. (2004). Local scour at abutments: A review. Sadhana, 29)5), 449-476.
2
3.Kwan, T.F. and Melville, B.W. (1994). Local scour and flow measurements at bridge abutments. J. Hyd. Res., ASCE, 32(5): 661–673.
3
4.Dongol, D. M. S., & Melville, B. W. (1994). Local scour at bridge abutments. Department of Civil Engineering, University of Auckland.
4
5.Ahmed, F., & Rajaratnam, N. (2000). Observations on flow around bridge abutment. Journal of Engineering Mechanics, 126(1), 51-59.
5
6.Dey, S., & Barbhuiya, A. K. (2006). Velocity and turbulence in a scour hole at a vertical-wall abutment. Flow Measurement and Instrumentation, 17(1), 13-21.
6
7.Kothyari, U. C., & Ranga Raju, K. G. (2001). Scour around spur dikes and bridge abutments. Journal of hydraulic research, 39(4), 367-374.
7
8.Melville, B. W. (1992). Local scour at bridge abutments. Journal of Hydraulic Engineering, 118(4), 615-631.
8
9.Grimaldi, C., Gaudio, R., Calomino, F., & Cardoso, A. H. (2009). Countermeasures against local scouring at bridge piers: slot and combined system of slot and bed sill. Journal of Hydraulic Engineering, 135(5), 425-431.
9
10.Kumar, V., Raju, K. G. R., & Vittal, N. (1999). Reduction of local scour around bridge piers using slots and collars. Journal of Hydraulic Engineering, 125(12), 1302-1305.
10
11.Dargahi, B. (1990). Controlling mechanism of local scouring. Journal of Hydraulic Engineering, 116(10), 1197-1214.
11
12.Chiew, Y. M. (1992). Scour protection at bridge piers. Journal of Hydraulic Engineering, 118(9), 1260-1269.
12
13.Kayaturk, S. Y. (2005). Scour and scour protection at bridge abutments (Doctoral dissertation, Ph. D. thesis, Department of Civil Engineering, Middle East Technical University )METU(, Ankara, Turkey).
13
14.Tafarojnoruz, A., Gaudio, R., & Calomino, F.(2012). Evaluation of flow-altering countermeasures against bridge pier scour. Journal of Hydraulic Engineering, 138(3), 297-305.
14
15.Tafarojnoruz, A., Gaudio, R., & Calomino, F. (2012). Effects of a slotted bridge pier on the approach flow. Proceedings of XXXIII Convegno Nazionale di Idraulica e Costruzioni Idrauliche IDRA 2012, 1-10.
15
16.Moradpour, M., Farsadizadeh, D., & Hoseinzadeh dalir, A. (2013). Study of collar effect on scour reduction around vertical semicircular bridge abutments. Journal of Iranian Water Research(IWRJ ), 6)11), 15-26. (In Persian).
16
17.Alem, Z., Ghomeshi, M., Mohammadi, S. (2013). The application of collar on the scour reduction at bridge rectangular abutment in composit channel. Irrigation and Water Engineering, 3(2), 29-41. (In Persian).
17
18.Alem, Z. (2013). Effect of netted collar on the scour of bridge abutment. MSc Thesis, Shahid Chamran University. (In Persian).
18
19.Kumcu, S. Y., Kokpinar, M. A., & Gogus, M. )2014). Scour protection around vertical-wall bridge abutments with collars. KSCE Journal of Civil Engineering, 18(6), 1884-1895.
19
20.Khozeymehnezhad, H.,Ghomeshi, M. (2016). Experimental Investigation of Collar Performance with Rough Surface on Local Scour Reduction around Bridge Abutment with Rectangular Section. Water and Soil Science, 26(1-1), 213-223. (In Persian).
20
21.Mehrzad, R., & Hakimzadeh, H. (2017). Experimental Investigation of the Effects of Slotted Cone-Shaped Piers on Scour Reduction Due to Steady Flows. International Journal of Offshore and Polar Engineering, 27(03), 318325.
21
22.Hajikandi, H., & Golnabi, M. (2017, June). Y-shaped and T-shaped slots in river bridge piers as scour countermeasures. In Proceedings of the Institution of Civil Engineers-Water Management (pp. 1-11). Thomas Telford Ltd.
22
23.Khosravinia, P., Malekpour, A., Hosseinzadehdalir, A., & Farsadizadeh, D. (2018). Effect of trapezoidal collars as a scour countermeasure around wing-wall abutments. Water Science and Engineering, 11(1), 53-60.
23
24.Mansuri, B., Hosseinzadeh Dalir, A., Farsadizadeh, D. (2016). Experimental Study of Shape of Spur Dikes in Series to Control Scour in River Bends. Water and Soil Science, 26(1-1), 69-81. (In Persian).
24
25.Breusers, H. N. C., & Raudkivi, A. J. (1991). Scouring Hydraulic Structures Design Manual. Balkerna, Rotterdam, 2.
25
26.Chiew, Y. M., & Melville, B. W. (1987). Local scour around bridge piers. Journal of Hydraulic Research, 25(1), 15-26.
26
27.Melville, B. W., and Coleman, SE.(2000). Bridge Scour. 5thedn, Colorado: Water Resources Publishing, 550p.
27
28.Melville, B. W., & Chiew, Y. M. (1999). Time scale for local scour at bridge piers. Journal of Hydraulic Engineering, 125(1), 59-65.
28
ORIGINAL_ARTICLE
Fluid-structure interaction due to water-hammer in a pressurized pipeline considering geometrical non-linear behavior of the pipe wall
The research investigates a fluid filled pipeline that is connected to a tank at its upstream and to a valve in the downstream and undergoes forces of water hammer due to sudden closure of the valve. The aim is to study the possibility of instability in this pipeline when there are large lateral displacements with small strains. As conventional dynamic analysis models of beams which are based on the infinitesimal strain theory (ε=∂u⁄∂x) cannot reflect the effect of large lateral displacements, in this study axial stresses are modeled as linear stresses and strains are modeled by so called von Karman nonlinear strains. The resulting partial differential equations are solved in the time domain by the finite elements method. The linearized equation of lateral vibration is made dimensionless and then it is solved in the frequency domain so as to plot dimensionless frequencies versus the dimensionless fluid velocities which represent the stability of the pipeline. The results provides useful diagrams to anticipate possible pipeline instability induced by fluid velocity.
https://ceej.aut.ac.ir/article_3338_4a58036f77e1f55888f72ded821969bb.pdf
2020-09-22
1651
1670
10.22060/ceej.2019.15464.5962
Fluid-Structure Interaction
non-linear finite element
Structural stability
Frequency domain solution
water hammer
Mohammad Ali
Mashak
m.mashak@jsu.ac.ir
1
Department of Hydraulics, Faculty of Civil Engineering, University of Gondi Shapour, Dezful, Iran
LEAD_AUTHOR
Alireza
Keramat
alireza.keramat@gmail.com
2
Hydraulics, Civil Engneering, Gondi Shapur, Dezful, Iran
AUTHOR
[1]Bazant, Z.P., Cedolin, L., 1991, “Stability of Structures,Elastic, Inelastic, Fracture, and Damage Theories”, Oxford University Press.
1
[2]Clough, Ray W., and Joseph Penzien. Dynamics of structures. Computers & Structures, Inc, 2003.
2
[3]Joukowski, N.E., Mem. Imperial Academy Soc. Of St. Petersburg, Vol. 9, no.1900 ,1898 ,5 (in Russian, translated by O. simin, proc. Amer. Water works Assoc., Vol. ,24 1904, pp. 424-341).
3
[4]Paigdoussis M. P. 1998 Fluid-Structure Interactions, Vol. 1: Slender Structures and Axial Flow. San Diego, CA: Academic Press Inc.
4
[5]Lee, Soo Il, and J. Chung. “New non-linear modelling for vibration analysis of a straight pipe conveying fluid.”Journal of sound and vibration -313 :(2002) 254.2 325.
5
[6]Reddy, J.N., 2004, “An Introduction to Nonlinear Finite Elements Analysis”, Oxford University Press, UK, ISBN -852529-19-0X, 5-852529-19-0-978.
6
[7]Chung J., N.-C. Kang and J. M. Lee 1996 KSME International Journal 145-138 ,10. A study on free vibration of a spinning disk.
7
[8]Thurman A. L. and C. D. Mote 1969 Journal of Engineering for Industry 1155-1147 ,91. Non-linear oscillation of a cylinder containing flowing fluid.
8
[9]Wylie, E.B. and Streeter, V. L., 1993, Fluid Transients in Systems, Englewood Cliffs, New Jersey, USA: Prentice Hall.
9
[10]Simitses, G.J., Hodges, D.H., 2006, “Fundamentals of Structural Stability”. Elsevier Inc. ISBN: -7506-0-978 9-7875.
10
[11]Keramat, A., Ahmadi, A., 2012, “Axial vibration of viscoelastic bars using the finite-element method”, Journal of Engineering Mathematics, 117-105 ,77.
11
[12]Tijsseling, A.S., 2003, “Exact solution of linear hyperbolic four-equation system in axial liquid-pipe vibration” Journal of Fluids and Structures, Vol 18, Issue 2, September pp. 179-196.
12
ORIGINAL_ARTICLE
Experimental study of piano key side weir with oblique keys
Side weirs have many applications in water distribution and regulation in irrigation and flood control. For a constant opening length, weir crest can be design as labyrinth or piano key shape to increase the developed length and discharge coefficient. Another way to increase the side weir efficiency is the oblique design, which make the weir crest aligned with the diverted flow. Combining the two noted approachs leads to design a side weir with longer developed crest length and aligned with flow which has high performance. In this study, piano key side weirs with different key angles were studied. Flow characteristic including deflection angle and streamlines and also discharge coefficient were studied. Results show that angled keys aligned with the flow direction, increases performance of the piano key side weir up to 12 percent in high Froude numbers. Oblique keys can reduce the disturbances usually occurs in symmetric piano key side weir and results in higher discharge coefficient. The obtained results can be used to design a side weir which applied in conditions with high Froude numbers such as flood control.
https://ceej.aut.ac.ir/article_3268_7d388c8b4b5a5b848b53b277233f8160.pdf
2020-09-22
1671
1684
10.22060/ceej.2019.15599.5970
Side weir
Piano key weir
oblique weir
Discharge Coefficient
Streamline
Mahmoud
karimi
mah_karimi@sbu.ac.ir
1
Ph.D. Student, Dept. of Civil, Water, and Environmental Engineering, Shahid Beheshti Univ., Evin, Tehran
AUTHOR
Mohammadreza
Jalili-Ghazizadeh
m_jalili@sbu.ac.ir
2
Assistant Professor, Faculty of Civil, Water, and Environmental Engineering, Shahid Beheshti University
LEAD_AUTHOR
Mojtaba
saneie
saneie_m@scwmri.ac.ir
3
Associate Professor, Agricultural Research Education and Extension Organization, Soil Conservation and Watershed Management Research Institute, Tehran, Iran.
AUTHOR
Jalal
Attari
j_attari@sbu.ac.ir
4
Associate Professor, Dept. of Civil, Water, and Environmental Engineering, Shahid Beheshti Univ., Tehran
AUTHOR
[1]K. Subramanya, Flow in open channels, 3 ed., Tata McGraw-Hill, New Delhi, India, 2008.
1
[2]S. Bagheri, & Heidarpour M. , Characteristics of flow over rectangular sharp-crested side weirs, Journal of Irrigation and Drainage Engineering, 138(6) (2012) 541-547.
2
[3]K. Subramanya, & Awasthy, S. C. , Spatially varied flow over side weirs, Journal of Hydraulic Engineering Division, 98(1) (1972) 1–10.
3
[4]W.H. Hager, Lateral outflow over side weirs, Journal of Hydraulic Engineering, 113(4) (1987) 491-504.
4
[5]M. Ura, Kita, Y., Akiyama, J., Moriyama, H., & Jha, A. K. , Discharge coefficient of oblique side-weirs, Journal of Hydroscience and Hydraulic Engineering, 19(1) (2001) 85–96.
5
[6]T. Honar, & Javan, M. , Discharge coefficient in oblique side weirs, Iran Agricultural Research, 25–26(1–2) (2007) 27–36.
6
[7]A. Maranzoni, Pilotti, M., & Tomirotti, M. , Experimental and Numerical Analysis of Side Weir Flows in a Converging Channel, Journal of Hydraulic Engineering, 143(7) (2017).
7
[8]M.E. Emiroglu, Kaya, N., & Agaccioglu H. , Discharge capacity of labyrinth side weir located on a straight channel, Journal of Irrigation and Drain Engineering, .64-73 )0102( )1(631
8
[9]S. Borghei, Nekooie, M.A., Sadeghian, H., & Ghazizadeh M.R. , Triangular labyrinth side weirs with one and two cycles, Proc. ICE-Water Management, .24–72 )3102( 661
9
[10]F. Nezami, Farsadizadeh, D., & Nekooie, M. A. , Discharge coefficient for trapezoidal side weir, Alexandria Engineering Journal, 54(3) (2015) 595– 605.
10
[11]M.E. Emiroglu, & Kaya, N. , Discharge coefficient for trapezoidal labyrinth side weir in subcritical flow, Water Resources Management, 25(3) (2011) 1037– 1058.
11
[12]A. Parvaneh, Borghei, S. M., & Jalili Ghazizadeh, M.R. , Hydraulic performance of asymmetric labyrinth side weirs located on a straight channel, Journal of Irrigation and Drain Engineering, 138(8) (2012) 766-772.
12
[13]S. Erpicum, Archambeau, P., Dewals, B., & Pirotton, M, Hydraulics of Piano Key Weirs: A review, in: Labyrinth and Piano Key weirs III-PKW 2017, CRC press, 2017, pp. 27-36.
13
[14]M. Karimi, Attari, J., Saneie, M., & Jalili Ghazizadeh, M.R. , Side Weir Flow Characteristics: Comparison of Piano Key, Labyrinth, and Linear Types, Journal of Hydraulic Engineering, 144(12) (2018).
14
[15]G. De Marchi, Saggio di teoria del funzionamento degli stramazzi laterali, L’Energia Elettrica 11(11) (1934) 849–860.
15
[16]M. Schmidt, Zur frage des abflusses uber streichwehre, Techuniv Berlin Charlottenbury, NY41 (1954) 1–68.
16
[17]M. Emiroglu, & Ikinciogullari, E. , Determination of discharge capacity of rectangular side weirs using Schmidt approach, Flow Measurement and Instrumentation, 50 (2016) 158–168.
17
[18]H. Zahedi Khameneh, Khodashenas, S.R., Esmaili, K. , The effect of increasing the number of cycles on the performance of labyrinth side weir, Flow Measurement and Instrumentation, 39 (2014) 35-45.
18
[19]M.A. Nekooie, Experimental study of discharge coefficient of a triangular labyrinth side weir, Sharif University. of Technology, 2006.
19
ORIGINAL_ARTICLE
Spectral analysis of structures using wavelet theory and concept of time of strong ground motion
In this paper, for the first time, the simultaneous analysis of wavelet transformation and the concept of the time of strong ground motion in spectral analysis of structures has been used. The purpose of this research is to optimize the calculations related to the main earthquake spectrum. Accordingly, the earthquake is filtered up to 5 steps. At each stage, the filter provides two waves of approximations and details. Because the wave of approximations is closer to the original earthquake, this wave is used for calculations. For this reason, at each stage of the filter, the number of earthquake records is half past. Subsequently, based on the concept of the time of strong ground motion in the wave of the main earthquake and the wave obtained from the wavelet filter, part of the earthquake that has a strong movement is separated. So at this stage, there was a reduction in earthquake records. After that, the spectrum of each of the waveforms is plotted. At the end, a two-dimensional 10-story structure and a three-dimensional five-story structure with each spectrum obtained from two discrete wavelet concepts and the duration of a strong ground motion are analyzed. The results show that by reducing the computation of the spectrum by more than 93%, the structure can be analyzed with an error less than 4%. It can be said that the proposed technique is one of the best techniques presented in the optimization of calculations related to spectral analysis of structures.
https://ceej.aut.ac.ir/article_3458_61b4b8e376e9f9f506e7dff48c578ceb.pdf
2020-09-22
1685
1704
10.22060/ceej.2019.15626.5973
Spectral analysis: Dynamic analysis : Discrete wavelet : Earthquake :Time of strong ground motion
noorollah
majidi
noorollahmajidi1373@gmail.com
1
Faculty of Engineering, Shahrekord University
LEAD_AUTHOR
Ali
Heidari
aliheidari1@yahoo.com
2
Associate Professor of Civil Engineering, Shahrekord University
AUTHOR
[1]A.K. Gupta, Response spectrum method in seismic analysis and design of structures, Routledge, 2017.
1
[2]F. Yu, F. Zhou, L. Ye, Dynamic performance analysis of a seismically isolated bridge under braking force, Earthquake Engineering and Engineering Vibration, 11(1) (2012) 35-42.
2
[3]M. Krawczuk, M. Palacz, W. Ostachowicz, The dynamic analysis of a cracked Timoshenko beam by the spectral element method, Journal of Sound and Vibration, 264(5) (2003) 1139-1153.
3
[4]J.J. Bommer, A. Martinez-Pereira, The effective duration of earthquake strong motion, Journal of earthquake engineering, 3(02) (1999) 127-172.
4
[5]D. Vamvatsikos, C. Allin Cornell, Direct estimation of the seismic demand and capacity of oscillators with multi‐linear static pushovers through IDA, Earthquake Engineering & Structural Dynamics, 35(9) (2006) 1097-1117
5
[6]J. Morlet, Sampling theory and wave propagation: 51st Ann, Internat. Mtg, Soc. of Expl. Geophys., Session S, 15 (1981).
6
[7]E. Salajegheh, A. Heidari, Dynamic analysis of structures against earthquake by combined wavelet transform and fast Fourier transform, AJCE, 3(4)(2002) 75-87.
7
[8]E. Salajegheh, A. Heidari, Time history dynamic analysis of structures using filter banks and wavelet transforms, Computers & structures, 83(1) (2005) 53-68.
8
[9]E. Salajegheh, A. Heidari, Optimum design of structures against earthquake by adaptive genetic algorithm using wavelet networks, Structural and Multidisciplinary Optimization, 28(4) (2004) 277-285
9
[10]E. Salajegheh, A. Heidari, Optimum design of structures against earthquake by wavelet neural network and filter banks, Earthquake engineering & structural dynamics, 34(1) (2005) 67-82.
10
[11]E. Salajegheh, A. Heidari, S. Saryazdi, Optimum design of structures against earthquake by discrete wavelet transform, International journal for numerical methods in engineering, 62(15) (2005) 2178-2192.
11
[12]A. Heidari, E. Salajegheh, Time history analysis of structures for earthquake loading by wavelet networks, Asian Journal of Structural Engineering, 7 (2006) 155168.
12
[13]A. HEYDARI, E. Salajegheh, Approximate dynamic analysis of structures for earthquake loading using FWT, Int J Eng. (I.R.I) 20(1) (2007) 37-47.
13
[14]A. Heidari, E. Salajegheh, Wavelet analysis for processing of earthquake records, Asian Journal of Civil Engineering (Building and Housing), 9(5) (2008) 513-524.
14
[15]A. Heidari, Optimum design of structures for earthquake induced loading by genetic algorithm using wavelet transform, ADVANCES IN APPLIED MATHEMATICS AND MECHANICS, 2(1) (2010) 107-117.
15
[16]A. Heidari, J. Raeisi, R. Kamgar, APPLICATION OF WAVELET THEORY IN DETERMINING OF STRONG GROUND MOTION PARAMETERS, Int. J. Optim. Civil Eng, 8(1) (2018) 103-115.
16
[17]A. Heidari, J. Raeisi, Optimum Design of Structures Against earthquake by Simulated Annealing Using Wavelet Transform, Soft Computing in Civil Engineering, (2018) 23-33.
17
[18]R. Varghese, A. Boominathan, S. Banerjee, Numerical Analysis of Seismic Response of a Piled Raft Foundation System, in: Soil Dynamics and Earthquake Geotechnical Engineering, Springer, 2019, pp. 227-235.
18
[19]J.S. Owen, A power spectral approach to the analysis of the dynamic response of cable stayed bridges to spatially varying excitation, University of Bristol, 1994.
19
[20]M. Misiti, Y. Misiti, G. Oppenheim, J.-M. Poggi, Wavelet toolbox, Matlab User’s Guide, 64 (1997).
20
[21]O. Rioul, P. Duhamel, Fast algorithms for discrete and continuous wavelet transforms, IEEE transactions on information theory, 38(2) (1992) 569-586.
21
[22]G. Strang, T. Nguyen, Wavelets and filter banks, SIAM, 1996.
22
[23]S.G. Mallat, A theory for multiresolution signal decomposition: the wavelet representation, IEEE transactions on pattern analysis and machine intelligence, 11(7) (1989) 674-693..
23
[24]G.W. Housner, Intensity of earthquake ground shaking near the causative fault, in: Proc. of 3rd World Conference on Earthquake Engineering, 1965, pp. 94-115.
24
[25]B.A. Bolt, Duration of strong ground motion, in: Proceedings of the 5th world conference on earthquake engineering, 1973, pp. 1304-1313.
25
[26]M.D. Trifunac, A.G. Brady, A study on the duration of strong earthquake ground motion, Bulletin of the Seismological Society of America, 65(3) (1975) 581-626.
26
[27]J.J. Bommer, A. Martinez-Pereira, The effective duration of earthquake strong motion, Journal of earthquake engineering, 3(02) (1999) 127-172
27
[28]S.L. Kramer, Geotechnical earthquake engineering. In prentice–Hall international series in civil engineering and engineering mechanics, Prentice-Hall, New Jersey, (1996).
28
ORIGINAL_ARTICLE
The importance of accidental design eccentricity in seismic design of steel buildings with dual system under the effect of far- and near-fault ground motions
Seismic responses of buildings are amplified due to torsion. To account for the effects that cause torsion and are not considered in the design process of buildings, the seismic codes introduce “accidental design eccentricity (ADE)”. In this study, the adequacy of the Iranian Standard No. 2800 provisions about the design eccentricity was investigated. To this end, the 5-story torsionally-stiff and torsionally-flexible buildings with dual lateral load resisting system were studied. The mass eccentricity in plan-asymmetric buildings was assumed to be equal to 0.10b and 0.20b where b is the plan dimension. Nonlinear time history analyses were performed using far-field (FF), non-pulse (NP) and pulse-like (FD) near-field records for the models in two cases. In the first case, the effect of the ADE on the seismic demands of symmetric and asymmetric-plan buildings was investigated. Finally, to consider what happens when an actual accidental mass eccentricity (AME) is introduced in an already designed building, the mass center of the buildings was shifted by ±0.05b (b is the dimension of the building perpendicular to the earthquake direction) simultaneously in both directions and the buildings (with and without ADE) were analyzed for the earthquake sets described above. For the buildings investigated in this research, the results indicate that the provision related to the accidental design eccentricity has little influence (less than 10%) on the inelastic seismic responses for torsionally-stiff buildings and can be ignored. Also, the accidental mass eccentricity has more influence (maximum 38%) on the inelastic seismic responses of torsionally-flexible buildings but the accidental design eccentricity has less influence on the reduction of seismic responses. Therefore, it seems that the accidental design eccentricity needs to be modified for torsionally-flexible buildings.
https://ceej.aut.ac.ir/article_3466_1062ca3f6e49f862713cf6a0c6c2b328.pdf
2020-09-22
1705
1728
10.22060/ceej.2019.15618.5975
Accidental eccentricity
near-field
forward directivity
tirsionally-stiff buildings
tirsionally-flexible buildings
Mohammad Reza
Vafidsarkari
m_vafidsarkari@sut.ac.ir
1
Sahand University of Technology
AUTHOR
Mehdi
Poursha
poursha@sut.ac.ir
2
Sahand University of Technology
LEAD_AUTHOR
[1]A.K. Chopra, J.C. De la Llera, Accidental and natural torsion in earthquake response and design of buildings, in: Eleventh World Conference on Earthquake Engineering, Acapulco, Mexico, Acapulco, Mexico, 1996.
1
[2]D.J. DeBock, A.B. Liel, C.B. Haselton, J.D. Hooper, R.A. Henige, Importance of seismic design accidental torsion requirements for building collapse capacity, Earthquake Engineering & Structural Dynamics, -831 (2014) (6)43 850.
2
[3]S. Anagnostopoulos, M. Kyrkos, K. Stathopoulos, Earthquake induced torsion in buildings: critical review and state of the art, Earthquakes and Structures, (2)8 377-305 (2015).
3
[4]J.C. De La Llera, A. Chopra, Evaluation of code accidental torsion provisions using earthquake records from three nominally symmetric-plan buildings, Rep. No. UCB/ EERC1992) 9 ,92-).
4
[5]J.C. De la Llera, A.K. Chopra, Evaluation of code accidental-torsion provisions from building records, Journal of Structural Engineering, 616-597 (1994) (2)120.
5
[6]J.C. De la Llera, A.K. Chopra, Accidental torsion in buildings due to stiffness uncertainty, Earthquake Engineering and Structural Dynamics, -117 (1994) (2)23 136.
6
[7]J.C. De la Llera, A.K. Chopra, Using accidental eccentricity in code‐specified static and dynamic analyses of buildings, Earthquake Engineering and Structural Dynamics, (9)23 967-947 (1994).
7
[8]J.C. De la Llera, A.K. Chopra, Accidental torsion in buildings due to base rotational excitation, Earthquake Engineering and Structural Dynamics, -1003 (1994) (9)23 .1201
8
[9]P. Fajfar, D. Marušić, I. Peruš, Torsional effects in the pushover-based seismic analysis of buildings, Journal of Earthquake Engineering, 854-831 (2005) (06)9.
9
[10]A.K. Chopra, R.K. Goel, A modal pushover analysis procedure to estimate seismic demands for unsymmetricplan buildings, Earthquake engineering & structural dynamics, 927-903 (2004) (8)33.
10
[11]A. Chandler, J. Correnza, G. Hutchinson, Influence of accidental eccentricity on inelastic seismic torsional effects in buildings, Engineering Structures, (1995) (3)17 178-167.
11
[12]S.L. Dimova, I. Alashki, Seismic design of symmetric structures for accidental torsion, Bulletin of Earthquake Engineering, 320-303 (2003) (2)1.
12
[13]J. De-la-Colina, C. Almeida, Probabilistic study on accidental torsion of low-rise buildings, Earthquake Spectra, 41-25 (2004) (1)20.
13
[14]O. Ramadan, S. Mehanny, A. Mostafa, Revisiting the %5 accidental eccentricity provision in seismic design codes for multi-story buildings, in: 14th World Conference on Earthquake Engineering, Beijing, China, 2008.
14
[15]K.G. Stathopoulos, S.A. Anagnostopoulos, Accidental design eccentricity: Is it important for the inelastic response of buildings to strong earthquakes?, Soil Dynamics and Earthquake Engineering, 797-782 (2010) (9)30.
15
[16]J. De-la-Colina, B. Benítez, S.E. Ruiz, Accidental eccentricity of story shear for low-rise office buildings, Journal of Structural Engineering, 520-513 (2010) (4)137.
16
[17]ASCE, Minimum Design Loads for Buildings and Other Structures, Standard ASCE/SEI 10–7, in, ASCE Reston, VA, 2010.
17
[18]S. Anagnostopoulos, M. Kyrkos, A. Papalymperi, E. Plevri, Should accidental eccentricity be eliminated from Eurocode 8?, Earthquakes and Structures, (2015) (2)8 484-463.
18
[19]J. De-la-Colina, C.A. González-Pérez, J. Valdés-González, Accidental eccentricities, frame shear forces and ductility demands of buildings with uncertainties of stiffness and live load, Engineering Structures, 127-113 (2016) 124.
19
[20]J.-L. Lin, W.-C. Wang, K.-C. Tsai, Suitability of using the torsional amplification factor to amplify accidental torsion, Engineering Structures, 17-1 (2016) 127.
20
[21]Standard No. 15-2800. Iranian code of practice for seismic resistant design of buildings. Fourth ed. Iran: Building & Housing Research Center, (2015).
21
[22]V. Gioncu, F. Mazzolani, Earthquake Engineering for Structural Design, CRC Press, 2011.
22
[23]J.D. Bray, A. Rodriguez-Marek, Characterization of forward-directivity ground motions in the near-fault region, Soil Dynamics and Earthquake Engineering, 828-815 (2004) (11)24.
23
[24]P.G. Somerville, N.F. Smith, R.W. Graves, N.A. Abrahamson, Modification of empirical strong ground motion attenuation relations to include the amplitude and duration effects of rupture directivity, Seismological Research Letters, 222-199 (1997) (1)68.
24
[25]E. Kalkan, S.K. Kunnath, Effects of fling step and forward directivity on seismic response of buildings, Earthquake Spectra, 390-367 (2006) (2)22.
25
[26]M. Poursha, F. Khoshnoudian, A. Moghadam, A consecutive modal pushover procedure for nonlinear static analysis of oneway unsymmetric-plan tall building structures, Engineering Structures, 2434-2417 (2011) (9)33.
26
[27]Specification for Structural Steel Buildings (ANSI/AISC 10-360), American Institute of Steel Construction, Chicago-Illinois, (2010).
27
[28]SAP2000, Computers and structures Inc, Berkeley, CA, USA, (2016).
28
[29]Peer ground motion database, Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, http://ngawest2. berkeley. edu, (2017).
29
[30]Baker Research Group, https://web.stanford. edu/~bakerjw/pulse-classification_old.html, (2016).
30
[31]J.W. Baker, Identification of near-fault velocity pulses and prediction of resulting response spectra, in: Geotechnical Earthquake Engineering and Soil Dynamics IV, 2008, pp. 10-1.
31
[32]ASCE, Sseismic Evalution and Retrofit of Existing Buildings, Standard ASCE/SEI 13–41, in, ASCE Reston, VA, 2013.
32
[33]O. Pekau, R. Guimond, Accidental torsion in yielding symmetric structures, Engineering Structures, (2)12 (1990) 89-501
33
ORIGINAL_ARTICLE
Performance Comparison of Fe2+ Activated Persulfate and Electro-Persulfate Process in Acid Blue 25 Removal from Aqueous Solution: Operating Conditions and Reaction Velocity
The purpose of this study was to compare the performance of Fe2+ activated persulfate and electro-persulfate process in Acid Blue 25 removal from aqueous solution. For this reason, the effects of different parameters including pH, dye, sodium persulfate and ferrous sulfate concentrations were investigated. The removal efficiency of 92% at the time of 60 minute was obtained at pH= 3, dye concentration= 50 mg/L, sodium persulfate concentration= 500 mg/L and Fe (II) sulfate concentration= 100 mg/L for Fe2+ activated persulfate system and the removal efficiency of 95% at pH= 5, dye concentration = 200 mg/L, sodium persulfate concentration = 500 mg/L and ferrous sulfate concentration = 100 mg/L for electro-persulfate system by means of graphite materials as the neutral electrodes. COD removal efficiency in Fe2+ activated persulfate and electro-persulfate in the mentioned conditions were 90% and 89% in 180 minutes, respectively. Moreover, the result of process kinetics showed that using electrochemical process improved the reaction velocity from 0.0016 to 0.0487 mg/L/ min. The comparison between these two-process showed that using electrochemical process improved dye removal efficiency by 4 times.
https://ceej.aut.ac.ir/article_3412_0d7121afbb0068ae958b2c8759fd563f.pdf
2020-09-22
1729
1742
10.22060/ceej.2019.15641.5979
Sulfate radical
Electrochemical Process
Fe2+
Acid Blue 25
kinetic
Zeinab
Ghorbani
zeinab_ghorbani@modares.ac.ir
1
Environmental Engineering Department, Civil and Environmental Engineering Faculty, Tarbiat Modares University
AUTHOR
Bita
Ayati
ayati_bi@modares.ac.ir
2
Environmental Engineering Department, Civil and Environmental Engineering Faculty, Tarbiat Modares University
LEAD_AUTHOR
[1]A. Khataee, A. Akbarpour, B. Vahid: Photoassisted electrochemical degradation of an azo dye using Ti/RuO2 anode and carbon nanotubes containing gas-diffusion cathode, Journal of the Taiwan Institute of Chemical Engineers, 936-930 (2014) (3)45.
1
[2]S. M. Ghoreishi, R. Haghighi: Chemical catalytic reaction and biological oxidation for treatment of nonbiodegradable textile effluent, Chemical Engineering Journal, (3-1)95 169-163 (2003).
2
[3]G. McMullan, C. Meehan, A. Conneely, N. Kirby, T. Robinson, P. Nigam, I. Banat, R. Marchant, W. F. Smyth: Microbial decolourisation and degradation of textile dyes, Applied Microbiology and Biotechnology, (2001) (2-1)56 87-81.
3
[4]I.A. Ike, K. Linden, J.D. Orbell, M. Duke: Critical review of the science and sustainability of persulphate advanced oxidation processes, Chemical Engineering Journal, 338 669-651 (2018).
4
[5]S. Song, L. Xu, Z. He, H. Ying, J. Chen, X. Xiao, B. Yan: Photocatalytic degradation of CI Direct Red 23 in aqueous solutions under UV irradiation using SrTiO3/CeO2 composite as the catalyst, Journal of Hazardous material,1308-1301 (2008)(3)152 .
5
[6]S. K. Kansal, A.H. Ali, S. Kapoor: Photocatalytic decolorization of biebrich scarlet dye in aqueous phase using different nanophotocatalysts, Desalination, -1)259 155-147 (2010) (3.
6
[7]O. Zahraa, S. Maire, F. Evenou, C. Hachem, M. N. Pons, A. Alinsafi, M. Bouchy: Treatment of wastewater dyeing agent by photocatalytic process in solar reactor, International Journal of Photoenergy, (9-1 (2006.
7
[8]A. Asadi, M. Mehrvar: Degradation of aqueous methyl tert-butyl ether by photochemical, biological, and their combined processes, International Journal of Photoenergy, (2006).
8
[9]T. Robinson, G. McMullan, R. Marchant, P. Nigam: Remediation of dyes in textile effluent: a critical review on current treatment technologies with a proposed alternative, Bioresource Technology, -247 (2001) (3)77 255.
9
[10]J. Wang, S. Wang: Activation of persulfate (PS) and peroxymonosulfate (PMS) and application for the degradation of emerging contaminants, Chemical Engineering Journal, 1517-1502 (2018) 334.
10
[11]S. Yuan, Liao, A. N. Alshawabkeh: Electrolytic manipulation of persulfate reactivity by iron electrodes for trichloroethylene degradation in groundwater, Environmental Science and Technology, -656 (2013) (1)48 663.
11
[12]H. Lin, J. Wu, H. Zhang: Degradation of bisphenol A in aqueous solution by a novel electro/Fe+3/peroxydisulfate process, Separation and Purification Technology, 117 23-18 (2013).
12
[13]J. Zou, J. Ma, L. Chen, X. Li, Y. Guan, P. Xie, C. Pan: Rapid acceleration of ferrous iron/peroxymonosulfate oxidation of organic pollutants by promoting Fe (III)/Fe (II) cycle with hydroxylamine, Environmental Science and Technology, 11691-11685 (2013) (20)47.
13
[14]J.E. Silveira, A.L. Garcia-Costa, T.O. Cardoso, J.A. Zazo, J.A Casas: Indirect decolorization of azo dye Disperse Blue 3 by electro-activated persulfate, Electrochimica Acta, 258 932-327(2017) .
14
[15]S. Wacławek, H.V. Lutze, K. Grubel, V.V. Padil, M. Černik, D.D. Dionysiou: Chemistry of persulfates in water and wastewater treatment: A review, Chemical Engineering Journal, 62-44 (2017) 330.
15
[16]J. Liu, S. Zhang, Y. Song, B. Wang, F. Zhang: Degradation of tetracycline hydrochloride by electro-activated persulfate oxidation, Journal of Electroanalytical Chemistry, 809 79-74 (2018).
16
[17]I. Hussain, M. Li, Y. Zhang, S. Huang, W. Hayat, Y. Li, X. Du, G. Liu: Efficient oxidation of arsenic in aqueous solution using zero valent iron-activated persulfate process, Journal of Environmental Chemical Engineering, 3990-3983 (2017) (4) 5.
17
[18]M. Izadifard, G. Achari, C. H. Langford: Degradation of sulfolane using activated persulfate with UV and UV Ozone, Water Research, 331-325 (2017) 125.
18
[19]S. Norzaee, M. Taghavi, B. Djahed, F. K. Mostafapour: Degradation of Penicillin G by heat activated persulfate in aqueous solution, Journal of Environmental Management, 323-316 (2018) 215.
19
[20]J. Cai, M. Zhou, Y. Liu, A. Savall, K.G. Serrano: Indirect electrochemical oxidation of -4 ,2dichlorophenoxyacetic acid using electrochemically-generated persulfate, Chemosphere, 169-163 (2018) 204.
20
[21]J. Li, Y. Ren, L. Lai, B. Lai: Electrolysis assisted persulfate with annular iron sheet as anode for the enhanced degradation of -4 ,2dinitrophenol in aqueous solution, Journal of Hazardous Materials, 787-778 (2018) 344.
21
[22]M. Kousha, S. Tavakoli, E. Daneshvar, A. Vazirzadeh, A. Bhatnagar: Central composite design optimization of Acid Blue 25 dye biosorption using shrimp shell biomass, Journal of Molecular Liquids, 273-266 (2015) 207.
22
[23]R. Shokouhi, Z. Ghavami, A. Dargahi, M. Vanaee Tabar: Evaluating the Efficiency of Ultrasonic and Persulfate Compilative Process in Eosin Y Dye Removal from Aquaeous Solutions, Journal of Color Science and Technology, 274-265 (2017) (4)11.
23
[24]L. Bu, S. Zhu, S. Zhou: Degradation of atrazine by electrochemically activated persulfate using BDD anode: Role of radicals and influencing factors, Chemosphere,244-236 (2018)195.
24
[25]A. Rastogi, S.R. Al-Abed, D. D. Dionysiou: Sulfate radical based ferrous–peroxymonosulfate oxidative system for PCBs degradation in aqueous and sediment systems, Applied Catalysis, 179-171 (2009) (4-3)85.
25
[26]G. Zhen, X. Lu, Y. Zhao, X. Chai, D. Niu: Enhanced dewater ability of sewage sludge in the presence of Fe (II)- activated persulfate oxidation, Bioresource Technology, 265-259 (2012) 116.
26
[27]N. Masomboon, C. Ratanatamskul, M. C. Lu: Chemical oxidation of -6 ,2dimethylaniline by electrochemically generated Fenton’s reagent, Journal of Hazardous Materials, 98-92 (2010) (3-1) 176.
27
[28]L. Zhou, W. Zhang, Y. Ji, J. Zhang, C. Zeng, Y. Zhang, Q. Wang, X. Yang: Ferrous-activated persulfate oxidation of arsenic (III) and diuron in aquatic system, Journal of Hazardous Materials, 430-422 (2013) 263.
28
[29]C. W. Wang, C. Liang: Oxidative degradation of TMAH solution with UV persulfate activation, Chemical Engineering Journal, 478-472 (2014) 254.
29
[30]C. Tan, N. Gao, Y. Deng, W. Rong, S. Zhou, N. Lu: Degradation of antipyrine by heat activated persulfate, Purification Technology, 128-122 (2013) 109.
30
[31]R. Idel-aouad, M. Valiente, A. Yaacoubi, B. Tanouti, M. Lopez-Mesas: Rapid decolorization and mineralization of the azo dye CI Acid Red 14 by heterogeneous Fenton reaction, Journal of Hazardous Materials, (2011) (1)186 750-745.
31
[32]N. Panda, H. Sahoo, S. Mohapatra: Decolourisation of methyl orange using Fenton-like mesoporous Fe2O-3 SiO2 composite, Journal of Hazardous Materials, 365-359 (2011) (1)185.
32
[33]H. Hassan, B. H. Hameed: Decolorization of Acid Red 1 by heterogeneous Fenton-like reaction using Fe-ball clay catalyst, International Conference on Environment Science and Engineering IPCBEE IACSIT Press Singapore, 2011.
33
[34]S. Dhaka, R. Kumar, M.A. Khan, K. J. Paeng, M. B. Kurade, S. J. Kim, B. H. Jeon: Aqueous phase degradation of methyl paraben using UV-activated persulfate method, Chemical Engineering Journal, 19-11 (2017) 321.
34
[35]X. R. Xu, X. Z. Li: Degradation of azo dye Orange G in aqueous solutions by persulfate with ferrous ion, Separation and Purification Technology, 2010) (1)72)
35
[36] S. Rodriguez, L. Vasquez, D. Costa, A. Romero, A. Santos: Oxidation of Orange G by persulfate activated by Fe (II), Fe (III) and zero valent iron (ZVI), Chemosphere, 101 92-86 (2014).
36
[37]X. Jiang, Y. Wu, P. Wang, H. Li, W. Dong: Degradation of bisphenol A in aqueous solution by persulfate activated with ferrous ion, Environmental Science and Pollution Research, 4953-4947 (2013) (7)20.
37
[38]A. Seidmohammadi, G. Asgari, L. Torabi: Removal of Metronidazole Using Ozone Acitvated Persulfate from Aqua Solutions in Presence of Ultrasound, Journal of Mazandaran University of Medical Science, (143)26 173-160 (2016).
38
[39]C. Cai, Z. Zhang, H. Zhang: Electro-Assisted Heterogeneous Activation of Persulfate by Fe/SBA15- for the Degradation of Orange II, Journal of Hazardous Materials, 218-209 :313.
39
ORIGINAL_ARTICLE
Physical Simulation of Discharge Flow from Deep Conduit in Dense Reservoir (In Terms of Use in the Gotvand Dam Deep Pipe)
The stratified reservoirs are forming due to natural phenomena such as sediment current or a significant change in water quality parameters in terms of salinity, dissolved oxygen, heavy metals, etc. Today, research of the dense reservoir in different conditions is needed for better management. Understanding the outflow pattern and its interactions in stratified reservoir according to different discharges from the deep conduit and application for the operation of its system in Gotvand Dam using by a physical model is the main goals of this research. An undistorted physical model with a 1:40 scale from the deep duct structure with the details was established. This scale is calculated based on the Richardson number and the same density conditions in the model and prototype. Laboratory scenarios of the physical model were designed and implemented in two sections to allow changes water level in the reservoir and maintain it. These two categories were designed for simulating short and long term effects of saline layer evacuation in the reservoir. The results of experiments with different outflow rates (maximum up to 800 liter per second) revealed that salinity of the layer in front of the deep conduit plays an important role in the salinity of the depleted stream, and other layers in different level of the reservoir have not affect in changing this amount. Also, the pattern of the streamline formed towards the output is under very stable conditions without expanding to other layers. The experimental results revealed that the fluid below the offtake remaining unaffected by the outflow and the fluid above the outlet vertically to make up the volume lost through the outflow but preserving the horizontal isopycnals. This issue was clearly recorded in addition to measuring by imaging from the model. To ensure the necessary turbulence and increase Reynolds number in the physical model, outflow was reached more than twice (up to 1677.5 liter per second) but flow pattern towards offtake still was in very stable condition and streamlines did not expand to above and below of outlet layer. Any significant amount of vertical diffusion among dense layers was not observed.
https://ceej.aut.ac.ir/article_3341_9de33ee7750544d999c3ff74b8e548f4.pdf
2020-09-22
1743
1764
10.22060/ceej.2019.15645.5982
Physical Modeling
Stratified Flow
Outflow
Deep Conduit
Salinity
Shervin
Faghihirad
sh_faghihirad@yahoo.com
1
Academic Staff, Hydro- Environment Department, Water Research Institute
LEAD_AUTHOR
Hossein
Ardalan
hardalans@gmail.com
2
Senior Researcher, Hydro- Environment Department, Water Research Institute
AUTHOR
Arash
Nikkhah
nikkhah_5509@gmail.com
3
Senior Researcher, Hydro- Environment Department, Water Research Institute
AUTHOR
Amir
Esfandiarnejad
amir_esfand@yahoo.com
4
Senior Researcher, Hydro- Environment Department, Water Research Institute
AUTHOR
[1] C.P. Manriquez, C.M. Garcia, P.R. Jackson, M.H. Garcia, Hydraulic Model Study of Chicago River Density Currents, Civil Engineering Studies Hydraulic Engineering Series No. 2005( ,77(.
1
[2] M. Jamali, B. Seymour, R. Kasaiian, Numerical and experimental study of flow of a stratified fluid over a sill towards a sink, Physics of Fluids, 2005) (057106)17(.
2
[3] M. Jamali, P. Aghsaee, Effect of a contraction on selective withdrawal of a linearly stratified fluid from a line sink, Physics of Fluids, 2007) (106602) 19(.
3
[4] H. Ardalan, V. F., M. Azizi, D. Gohary Kamel, A. Kalateh Arabi, Investigation of the Velocity and Angle Effects on the Behavior of Brine Discharge by Inclined Jet into the Stationary and Homogenize Ambient, Journal of Oceanography, 58-51 (2018) (33)9.
4
[5] B. Mohammadnejad, Investigation of 3D Particle Laden Density Currents with Supercritical Inflow, Sharif University of Technology, 2008.
5
[6] W.S. Yu, H.Y. Lee, S.M. Hsu, Experiments on the deposition behavior of fine sediment in a reservoir, Journal of Hydraulic Engineering, 920-912 (2000) (12)126.
6
[7] W.S. Yu, S.M. Hsu, K.L. Fan, Experiments on selective withdrawal of a codirectional two-layer flow through a line sink, Journal of Hydraulic Engineering, (12)130 1166-1156 (2004).
7
[8] S. Chamoun, G. De Cesare, A.J. Schleiss, Managing reservoir sedimentation by venting turbidity currents: A review, International Journal of Sediment Research, 31 204-195 (2016).
8
[9] S. Hassanian, P. Moobed, N. Hosseini zare, H. Akhourdzadeh, Y. Hamid, N. Saadati, H. Kamaei, Classification of Karoon and Deze river in limit of Gutvand to Khoramshahr and Dezful to Bamdeje with use of water quality index (WQI ) and study of enterobacteriaceaes that separation of this sites, in: 7th International River Engineering Conference, Shahid Chamran University, Ahwaz,Iran, 2007. (In Persian)
9
[10] A. Zarei, A.M. Akhoundali, Investigation of temporal and spatial variations of Karun River water quality in GotvandShushtar and the effect of Saline River on its quality, in: The first regional conference on optimal utilization of water resources in Karoon and Zayandeh Rood basins, Shahrekord University, Sharekord, Iran, 2007. (In Persian)
10
[11] H. Zarei, A. Azhdari, Chemical quality of water resources of Abol-Fars dam and effect of formation Gachsaran on it, in: Tenth Congress of Iranian Geological Society, Tarbiat Modares University, Tehran, Iran, 2007. (In Persian)
11
[12] J. Mozaffarizadeh, M. Chitsazan, Investigating the Effect of Geological Formations on the Quality of Groundwater Resources in Gotvand Plain, in: First Conference on Environmental and Medical Geology, Shahid Beheshti Univerity, Tehran, Iran, 2008. (In Persian)
12
[13] S.M. Haeri, F. Rezaeiyeh, Investigating and laboratory analysis of dissolution and scouring of salt karsts in dams reservoirs, in: Third National Congress of Civil Engineering, Tehran, Iran, 2007. (In Persian)
13
[14] N. Damugh, H. Zarei, Extending thick saline layers Gachsaran in the Gotvand Aliya dam and its effect on the quality of water, in: First national conference on water resources research in Iran, Kermanshah, Iran, 2010. (In Persian)
14
[15] B. Baghadashtaki, M. Khamehchian, M.H. Nazari, Determination of solubility of salt mass Anbil located at Gotvand dam and its effect on the quality of the reservoir water, in: First national conference on water resources research in Iran, Kermanshah, Iran, 2010. (In Persian)
15
[16] M. Hassanvand, B. Dahrazma, N. Hafezi Moghadas, Assessment formations area in reservoir of Gotvand Dam and quality variations of water in levels several, in: Seventh Conference on Geology of Engineering and Environment of Iran, Shahrood University of Technology, Shahrood, Iran, 2011. (In Persian)
16
[17] S.M. Hashemi Heydari, M.R. Jalili Ghazizadeh, D. Mahjub, Numerical study of the effect of salt dissolution coefficient on salinity distribution in reservoir salt formation, in: Ninth international Congress of Civil Engineering, Isfahan University of Technology, Isfahan Iran, 2012. (In Persian)
17
[18] V. Naderkhanloo, M. Mazaheri, J. Samani, Investigating and Modeling of Gotvand-Olya Dam Challenge and Management Solutions, Journal of Environmental Studies, 265-251 (2017) (2)43. (In Persian)
18
[19] M. Mansournejad, B. Kalantari, M. Mahdavi, The Investigation of Negative Effects of Salt Dome on the Quality of Water in Gotvand Olya Dam and the Use of Cut-off Wall as Treatment, American Journal of Civil Engineering, 56-53 (2015) (2-2)3.
19
[20] D. Mahjoob, A. Sadatifard, H. Hassani, A. Zia, Upper Gotvand Dam and Hydro Power Plant Dealing With Salinity in Reservoir, Challenges, Remedies and Evaluations. , in: International Symposium on Dams in a Global Environmental Challenges, Bali, Indonesia, 2014.
20
[21] M. Ajaml, M.R. Sabour, G.A. Dezvareh, The Examination of Effect of Salt Water on Mechanical Properties Clay Soil Around the Dam Gotvand Using Response Surface Method (RSM), Journal of Applied Environmental and Biological Sciences, 7(5S( )211-203 )2015.
21
[22] R. Martins, Recent Advances in Hydraulic Physical Modelling, Kluwer Academic Publishers and Published in Cooperation with NATO Scientific Affairs Division,, 1988.
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[23] R. Ettema, R. Arndt, P. Roberts, T. Wahl, Hydraulic Modeling Concepts and Practice, U.S.A, 2000.
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[24] P. Novak, A. Jefrrey, G. V., D.E. Revee, Hydraulic Modelling-an Introduction Principles, methods and. Applications, Spon Press, U.S.A, 2010.
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[25] P. Novak, J. Cábelka, Models in Hydraulic Engineering – Physical Principles and Design Applications, Pitman, London, 1981.
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[26] H. Kobus, Fundamentals. In Hydraulic Modelling, Verlag Paul Parey/Pitman, Hamburg/London, 1980.
26
ORIGINAL_ARTICLE
Experimental investigating effect of Froude number on hydraulic parameters of vertical drop with supercritical flow upstream
The supercritical flow as the inflow at upstream of the vertical drops can produce a considerable impact, destruction and erosion at the downstream of drops influence by fall and collision. Therefore in this study, with the aim of evaluation and prediction of the general behavior of hydraulic parameters in vertical drops with the supercritical flow at upstream, 55 experiments were carried out with various discharges and Froude numbers. The experimental results indicated that in the supercritical flows, by increasing the relative critical depth and Froude numbers, the relative length of drop, the relative length of splashing and the relative total length of the drop were increased. However, by increasing the relative critical depth and Froude number, the relative depth of the pool initially increases and then decreases, and the relative energy loss is initially reduced and then increased. By increasing the Froude number at a constant relative critical depth, the relative length of the drop, the relative length of splashing, the relative total length of drop and the relative energy loss increases, and relative depth of the pool decreases. Also, in a constant Froude number, by increasing the relative critical depth, the relative length of drop, the relative length of splashing, the relative total length of the drop and relative depth of the pool increase, and the relative energy loss decreases. Meanwhile, the results of the present study with the larger range of Froude number were compared with the previous studies and were studied the reasons for the agreement or disagreement.
https://ceej.aut.ac.ir/article_3318_afedc51234a264604d36391ab294d9fd.pdf
2020-09-22
1765
1782
10.22060/ceej.2019.15655.5985
Vertical drop
Supercritical flow
relative critical depth
relative depth of the pool
energy loss
Rasoul
Daneshfaraz
daneshfaraz@yahoo.com
1
Department of Civil Engineering, Faculty of Engineering, University of Maragheh, Iran.
LEAD_AUTHOR
Sina
Sadeghfam
s.sadeghfam@gmail.com
2
Civil Engineering Department, Faculty of Engineering, University of Maragheh, Maragheh, Iran.
AUTHOR
vadoud
Hasannia
vadoodh73@gmail.com
3
Graduate Student, Maraghe University, Maragheh, Iran
AUTHOR
[1]Chamani M. and Beirami, M.K. (2002). “Flow characteristics at drops”, Journal of Hydraulic Engineering, 791-788(8)128 .
1
[2]Gill M.A. (1979) “Hydraulics of rectangular vertical drop structures”, Journal of Hydraulic Research, 302-289 (4)17.
2
[3]Bakhmeteff M.W. (1932). “Hydraulics of open channels”, McGraw-Hill book company, Inc, New York and London.
3
[4]Moore W.L. (1943). “Energy loss at the base of a free overfall”, Transactions of the American Society of Civil Engineers, 1360-1343 (1)108.
4
[5]White M.P. (1943) “Discussion of Moore”, ASCE 108 1364-1361.
5
[6]Rand W. (1955) “Flow geometry at straight drop spillways”, In Proceedings of the American Society of Civil Engineers, 13-1 (9)81.
6
[7]Chanson H. (1995). “Hydraulic design of stepped cascades, channels, weirs and spillways”.
7
[8]Rajaratnam N. and Chamani M.R. (1995) “Energy loss at drops”, Journal of Hydraulic Research, 384-373 (3)33.
8
[9]Chamani, M.R. Rajaratnam, N. and Beirami, M.K. (2008). “Turbulent jet energy dissipation at vertical drops”, Journal of hydraulic engineering, 1535-1532 (10)134.
9
[10]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 529-523 (4)29
10
[11]Hong Y.M. Huang, H.S. and Wan S. (2010) “Drop characteristics of free-falling nappe for aerated straightdrop spillway”, Journal of Hydraulic Research -125 (1)48 129.
11
[12]Kabiri-Samani, A.R. Bakhshian, E. and Chamani, M.R. (2017) “Flow characteristics of grid drop-type dissipators”, Flow Measurement and Instrumentation, 306-298 54.
12
[13]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, 12-1 (4)56.
13
[14]Tokyay N.D and Yildiz D. (2007). “Characteristics of free overfall for supercritical flows”, Canadian Journal of Civil Engineering, 169-162 2)34.
14
[15]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 486-476 (4)22.
15
[16]Chanson H. and Toombes L. (1998) “Supercritical flow at an abrupt drop: Flow patterns and aeration”, Canadian Journal of Civil Engineering 966-956 (5)25.
16
[17]Rajaratnam N. (2008). “Turbulent jets Elsevier”, 5.
17
[18]Hager W.H. and Bremen R. (1989). “Classical hydraulic jump: sequent depths”, Journal of Hydraulic Research, 585-565 (5)27.
18
[19]Chow V.T. (1959). “Open Channel Hydraulics”, Mc Graw Hill, New York.
19
[20]Chanson H. and Gualtieri C. (2008). “Similitude and scale effects of air entrainment in hydraulic jumps”, Journal of Hydraulic Research, 44-35 (1)46.
20
[21]M. Mossa, A. Petrillo, H. Chanson, Tailwater level effects on flow conditions at an abrupt drop, Journal of Hydraulic Research, 51-39 (2003) (1)41.
21
ORIGINAL_ARTICLE
Projection of seepage and piezometric pressure in earth dams using soft computational models
Earth dams are always one of the main components of water conservation projects. Nowadays, accurate estimation of piezometric pressure and seepage discharge in earth dams using numerical models and artificial intelligence (AI) approaches is one of the fundamental steps in their design studies. In this research, soft computing models including gene-expression programming (GEP), M5 algorithm and group method of data handling (GMDH) have been used to predict the piezometric pressure in the core and the seepage discharge through the body of Shahid Kazemi Boukan Earth Dam. For this purpose, the information recorded in the last 94 months has been used. The results showed that all of the applied models have permissible level of accuracy in the prediction of seepage discharge and piezometric pressure. The best performance in the piezometric pressure estimation is related to the M5 algorithm with a coefficient of determination (R2) of 0.95 and root mean square error (RMSE) of 0.86. The GMDH by considering the two units (months) delay time and with R2= 0.92 and RMSE=1.541 modeled and predicted the seepage discharge, which was more accurate than other models. In general, increasing the time delay in the input information of models generally increases the performance of proposed models.
https://ceej.aut.ac.ir/article_3337_a271bdb2f76439f678e32b3a3ecf15ae.pdf
2020-09-22
1783
1796
10.22060/ceej.2019.15667.5990
Seepage discharge
Piezometric pressure
Gene-expression programming
Group method of data handling
M5 algorithm
Mohammad
Najafzadeh
moha.najafzadeh@gmail.com
1
Department of Water Engineering, Faculty of Civil and Surveying Engineering, Graduate University of Advanced Technology, Kerman
LEAD_AUTHOR
[1]S. Dehdar-behbahani, A. Parsaie, Numerical modeling of flow pattern in dam spillway’s guide wall. Case study:Balaroud dam, Iran, Alexandria Engineering Journal, 55(1) (2016) 467-473.
1
[2]A. Parsaie, A.H. Haghiabi, Numerical Modeling of Flow Pattern in Spillway Approach Channel, Jordan Journal of Civil Engineering, 12(1) (2018) 1-9.
2
[3]T. Stephens, Manual on small earth dams: a guide to siting, design and construction, Food and Agriculture Organization of the United Nations (FAO), 2010.
3
[4]P. Taghvaei, S.F. Mousavi, A. Shahnazari, H. Karami, I. Shoshpash, Experimental and Numerical Modeling of Nano-clay Effect on Seepage Rate in Earth Dams, International Journal of Geosynthetics and Ground Engineering, 5(1) (2019) 1.
4
[5]K. Reddy, T.B. Chander, U. Bhawsar, Steady-State Seepage Analysis of Embankment Dam using Geo Studio Software, Journal of Advanced Research in Construction & Urban Architecture, 3(1&2) (2018) 16-19.
5
[6]G. Tayfur, D. Swiatek, A. Wita, P. Singh Vijay, Case Study: Finite Element Method and Artificial Neural Network Models for Flow through Jeziorsko Earthfill Dam in Poland, Journal of Hydraulic Engineering, 131(6) (2005) 431-440.
6
[7]D. Ersayın, Studying seepage in a body of earth-fill dam by (Artifical Neural Networks) ANNs, İzmir Institute of Technology, 2006.
7
[8]X.Y. Miao, J.K. Chu, J. Qiao, L.H. Zhang, Predicting seepage of earth dams using neural network and genetic algorithm, in: Advanced Materials Research, Trans Tech Publ, 2012, pp. 3081-3085.
8
[9]S.P. Kokaneh, S. Maghsoodian, H. MolaAbasi, A. Kordnaeij, Seepage evaluation of an earth dam using Group Method of Data Handling (GMDH) type neural network: A case study, Scientific Research and Essays, 8(3) (2013) 120-127.
9
[10]V. Nourani, A. Babakhani, Integration of artificial neural networks with radial basis function interpolation in earthfill dam seepage modeling, Journal of Computing in Civil Engineering, 27(2) (2012) 183-195.
10
[11]V. Ranković, A. Novaković, N. Grujović, D. Divac, N. Milivojević, Predicting piezometric water level in dams via artificial neural networks, Neural Computing and Applications, 24(5) (2014) 1115-1121.
11
[12]K. Roushangar, S. Garekhani, F. Alizadeh, Forecasting Daily Seepage Discharge of an Earth Dam Using Wavelet– Mutual Information–Gaussian Process Regression Approaches, Geotechnical and Geological Engineering, 34(5) (2016) 1313-1326.
12
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[15]A. Parsaie, A.H. Haghiabi, Improving Modelling of Discharge Coefficient of Triangular Labyrinth Lateral Weirs Using SVM, GMDH and MARS Techniques, Irrigation and Drainage, 66(4) (2017) 636-654.
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[16]M. Masoumi Shahr-Babak, M.J. Khanjani, K. Qaderi, Uplift capacity prediction of suction caisson in clay using a hybrid intelligence method (GMDH-HS), Applied Ocean Research, 59 (2016) 408-416.
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[19]M.K. Goyal, C.S.P. Ojha, Estimation of Scour Downstream of a Ski-Jump Bucket Using Support Vector and M5 Model Tree, Water Resources Management, 25(9) (2011) 2177-2195.
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[21]J.R. Koza, Genetic Programming: On the Programming of Computers by Means of Natural Selection, Bradford, 1992. [22]A. Parsaie, A.H. Haghiabi, M. Saneie, H. Torabi, Applications of soft computing techniques for prediction of energy dissipation on stepped spillways, Neural Computing and Applications, (2016).
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22
ORIGINAL_ARTICLE
Experimental and Numerical Studies on Load-Carrying Capacity of Single Floating Aggregate Piers Reinforced with Vertical Steel Bars
The load-carrying capacity of the aggregate piers increases by circumferential confinement created by the surrounding soil. In soft clay soils, the amount of confinement is usually not sufficient to develop a load-carrying capacity. Because of that, it is practical to use geosynthetic reinforced aggregate piers in this type of soils. This paper intends to evaluate the use of vertical steel bars as an alternative for geosynthetics. In this study, some small-scale laboratory tests were performed on floating aggregate piers with diameters of 80 and 100 mm and a length of 400 and 500 mm, respectively reinforced with vertical steel bars. Moreover, two-dimensional numerical modeling using the Plaxis software was conducted. The results show that using bars with more stiffness leads to more increase in load-carrying capacity. Reinforcing the full length of the aggregate piers, compared to half-length, will further improve the load-carrying capacity of the aggregate piers. In the early stages, by applying the load, the stone aggregates tend to compress, so load-carrying capacity increases and by continuing this process, the tendency to the occurrence of lateral bulging is seen and due to the low resistance of kaolin clay to the bulging, the increase of load-carrying capacity is negligible. Also, numerical modeling results show that the floating aggregate pier penetrated into soft clay soil in the full-length case, and the failure state changed from bulging to slip.
https://ceej.aut.ac.ir/article_3316_008d89ee123642c87ec2637123563779.pdf
2020-09-22
1797
1816
10.22060/ceej.2019.15640.5991
Experimental study
Numerical Modelling
aggregate pier
kaolin clay soil
vertical reinforcing steel bars
Mehdi
Mohammad Rezaei
mmrezaei92@iau-arak.ac.ir
1
Department of Civil Engineering, Arak Branch, Islamic Azad University, Arak, Iran
AUTHOR
seyed hamid
LAJEVARDI
hamidlajevardi@yahoo.com
2
Department of Civil Engineering, Arak Branch, Islamic Azad University, Arak, Iran
LEAD_AUTHOR
Hamid Reza
Saba
hr.saba@aut.ac.ir
3
College of Civil Engineering, Tafresh University, Tafresh , Iran
AUTHOR
abas
ghalandarzadeh
aghaland@ut.ac.ir
4
School of Civil Engineering, University College of Engineering, University of Tehran, Tehran, Iran
AUTHOR
Ehsanollah
Zeighamie
e-zeighami@iau-arak.ac.ir
5
Department of Civil Engineering, Arak Branch, Islamic Azad University, Arak, Iran
AUTHOR
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21. Samadhiya NK, Maheshwari P, Zsaki A, Basu P, Kundu A (2009) Strengthening of clay by geogrid reinforced granular pile. International Journal of Geotechnical Engineering, 386–377 ,3. https://doi.org/10.3328/IJGE.386-2009.03.03.377
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22. Dash SK, Bora MC (2013) Influence of geosynthetic encasement on the performance of stone columns floating in soft clay. Canadian Geotechnical Journal 765–50:754. https://doi.org/10.1139/cgj0437-2012-
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23. Gu M, Zhao M, Zhang L, Han J (2016) Effects of geogrid encasement on lateral and vertical deformations of stone columns in model tests. Geosynthetics International 112-100:(2)23. https://doi.org/10.1680/jgein.15.00035
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41. Vermeer PA, Brinkgreve RBJ (1998) Plaxis finite element code for soil and rock analyses. Balkema, Rotterdam.
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42. Yu Y, Damians IP, Bathurst RJ (2015) Influence of choice of FLAC and PLAXIS interface models on reinforced soilestructure interactions. Computers and Geotechnics, 174-164 ,65. https://doi.org/10.1016/j. compgeo.2014.12.009
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43. Castro J (2017) Groups of encased stone columns: influence of column length and ar-rangement. Geotextiles and Geomembranes 45, 80–68.https://doi.org/10.1016/j.geotexmem.2016.12.001
44
ORIGINAL_ARTICLE
Overturning response analysis of free-standing intake tower subjected to seismic pulses
In this paper, dynamic response of free-standing intake tower is investigated by using the Abaqus software. Briones intake tower is selected and it is modeled in two free-standing and anchored conditions that in the former state, three different frictional conditions are considered between the tower and its foundation. The friction coefficients include: 1)μ=0.58; 2)μ=1.73; 3)μ=∞. The intake towers are modeled 3D in three dry, submerged and semi-submerged states and water-structure interaction is considered by Eulerian-Lagrangian approach. In order to validate the models, the numerical responses of rigid and flexible blocks under seismic load are compared with the obtained results by other researchers. The tower overturning responses include: tower’s top relative displacement, sliding, tower’s base opening, which are extracted and analyzed under seismic pulses of sinus type, with three time periods of 0.5, 1 and 1.5 seconds, and intensities of 0.2g to 1.0g. It is shown that the presence of water around the intake tower has a significant effect on overturning responses. Also, the tensile stress in the free-standing state decreased by more than 70% compared to the anchored one.
https://ceej.aut.ac.ir/article_3391_39405bd509910c84e4b31416d51a4e56.pdf
2020-09-22
1817
1836
10.22060/ceej.2019.15670.5992
Intake tower
free-standing state
seismic pulse
submerged
overturning response
Ramtin
Hajirezaei
ramtin1371@yahoo.com
1
Tarbiat Modares University
AUTHOR
Mohammad
Alembagheri
alembagheri@modares.ac.ir
2
دانشگاه تربیت مدرس
LEAD_AUTHOR
[1] Housner, George W. “The behavior of inverted pendulum structures during arthquakes.” Bulletin of the seismological society of America 417-403 :(1963) 53.2.
1
[2] Yim, Chik‐Sing, Anil K. Chopra, and Joseph Penzien. “Rocking response of rigid blocks to earthquakes.” Earthquake Engineering & Structural Dynamics 8.6 565 :(1980).
2
[3] Konstantinidis, Dimitrios, and Nicos Makris. “Experimental and analytical studies on the response of -4/1scale models of freestanding laboratory equipment subjected to strong earthquake shaking.” Bulletin of earthquake engineering 1477-1457 :(2010) 8.6.
3
[4] Vassiliou, Michalis F., Kevin R. Mackie, and Božidar Stojadinović. “Dynamic response analysis of solitary flexible rocking bodies: modeling and behavior under pulse‐like ground excitation.” Earthquake engineering & structural dynamics 1481-1463 :(2014) 43.10.
4
[5] Liaw, C. Y., and Anil K. Chopra. Earthquake Response of Axisymmetric Tower Structures Surrounded by Water. No. EERC25-73-. california univ berkeley earthquake engineering research center, 1973.
5
[6] Goyal, Alok, and Anil K. Chopra. “Hydrodynamic and foundation interaction effects in dynamics of intake towers: earthquake responses.” Journal of Structural Engineering 1395-1386 :(1989) 115.6.
6
[7] Sabatino, R., et al. “Nonlinear seismic assessment of lightly reinforced concrete intake towers.” Ensuring reservoir safety into the future: Proceedings of the 15th Conference of the British Dam Society at the University of Warwick from 13–10 September 2008. Thomas Telford Publishing, 2008.
7
[8] Ravikumara. “A study on daynamic analysis of dam intake tower and foundation.” National Institute of Technology Karnataka, India (7308-2321 :)2015.
8
[9] Shariatmadar, Mirhaj. “Modeling of intake towerreservoir-foundation interaction subjected to earthquake.”
9
[10] MAKRISĆ, N., and YS ROUSSOSĆ. “Rocking response of rigid blocks under near-source ground motions.” (1999).
10
[11] Makris, Nicos, and Jian Zhang. “Rocking response of anchored blocks under pulse-type motions.” Journal of engineering mechanics 493-484 :(2001) 127.5.
11
[12] M. Alembagheri, M.Seyedkazemi.,2013. Numerical Modeling of Concrete Gravity Dams by ABAQUS.(in Persian)
12
[13] Abaqus version 4-6.14. Abaqus user’s manual, dassault systemes, simulia,2014.
13
[14] Millan, M. A., Young, Y. L., & Prévost, J. H. (2009). Seismic response of intake towers including dam– tower interaction. Earthquake Engineering & Structural Dynamics, 3(38), 329-307.
14
[15] Goyal, A., & Chopra, A. K.(1989). Earthquake response spectrum analysis of intake-outlet towers. Journal of engineering mechanics, 7(115), 1433-1413.
15
[16] Spyrakos, C. C., & Xu, C. (1997). Soil-structure-water interaction of intake-outlet towers allowed to uplift. Soil Dynamics and Earthquake Engineering, 2(16), 159-151.
16
[17] Xu, C., & Spyrakos, C. C. (1996). Seismic analysis of towers including foundation uplift. Engineering structures, (418), 278-271.
17
[18] Alembagheri, M.(2016). Dynamics of submerged intake towers including interaction with dam and foundation. Soil Dynamics and Earthquake Engineering 84, 119-108.
18
[19] Daniell, W. E., & Taylor, C. A. (1994). Full‐scale dynamic testing and analysis of a reservoir intake tower. Earthquake Engineering & Structural Dynamics, 11(23), 1237-1219
19
[20] Williams, A. N. )1991(. Analysis of the base-excited response of intake-outlet towers by a Green’s function approach. Engineering Structures, 1(13), 53-43.
20
ORIGINAL_ARTICLE
Identifying and Investigating Usage Barriers of Agile Project Management in Road Construction Projects
In order to complete the project on time and to accurately advance the construction and operation plans, the use of agile project management methodology in road construction projects, as the main communication networks, is essential. In this regard, the present study aims to investigate the barriers and ways of using the agility management project in road construction projects. The population consists of all project managers, specialists, experts, consultants and contractors of road and urban planning department of Isfahan province who are 150 persons. Nomber of 108 persons are selected as the statistical samples by the Cochran sample size formula and convenience sampling. The used questionnaire is a researcher-made questionnaire of agile project management obstacles, which is compiled by the following 6 dimensions (managerial-organizational, skill and competence, knowledge management, human resources, cost, project complexity) and 30 items based on the 5-point Likert scale. The face, content and construct validity of the questionnaires are confirmed. The reliability coefficient of the questionnaire is estimated (0.891). The findings of the research indicate that the number of obstacles identified in the use of agile project management in road construction projects are in the higher level than mean and the studied factors are identified as relatively strong barriers of using agile project management in road construction projects. In addition, ranking of identified obstacles as barriers of using agile project management in road construction projects is as following: knowledge management dimension with the mean rank of (4.02) if the first, human resources dimension with the mean rank of (3.69) is the second, the project complexity with the mean rank of (3.50) is the third, the managerial-organizational dimension and the cost with the mean rank of (3.37) is the fourth, and the skill and competence dimension with the mean rank of (3.06) is the fifth rank. Finally, some strategies are presented to solve the problems of using agile project management.
https://ceej.aut.ac.ir/article_3422_48672d7f4b8d642b502a2604c3b23a9d.pdf
2020-09-22
1837
1852
10.22060/ceej.2019.15677.5996
Road
Agile management
Barriers
Projects
Investigation
Mojtaba
Pourshafie Ardestani
engpurshafi@gmail.com
1
Civil Engineering Department, Faculty of Engineering, Islamic Azad University, Isfahan (Khorasgan) Branch, Isfahan, Iran
AUTHOR
Hadi
Sarvari
sarvari.hadi@gmail.com
2
Assistant Professor, Civil Engineering Department, Faculty of Engineering, Islamic Azad University, Isfahan (Khorasgan) Branch, Isfahan, Iran
LEAD_AUTHOR
[1]Hesami Niya,S., Molaei,Z., Optimization of timing in road construction projects based on pure thinking, Journal of Modeling in Engineering, (2016) ,(40)13 33-42. (in Persian).
1
[2]Qin, R., Nembhard, D.A, Workforce agility in operations management, Surveys in Operations Research and Management Science, 69-55 (2014) (2) 20.
2
[3]Aref azar,Y., Agility management of lifecycle change construction projects (engineering services processes), Master's Degree in Shahid Beheshti University, Faculty of Architecture and Urban Planning, (2018). (in Persian).
3
[4]NazarPour,M., NazarPour,H., Application of project management to improve the conditions for the use of tunnel molding techniques in housing aggregation, Seventh International Project Management Conference, Tehran, Iran Project Management Association, (2012). (in Persian).
4
[5]Project Management Institute, A Guide to the Project Management Body of Knowledge PMBOK Guide, Sixth Edition, Newtown Square, PE: Project Management Institute, (2017).
5
[6]Augustine. S, Payne. B, Sencindiver. F, Woodcock. S., Agile project management: steering from the edges, Communications of the ACM, 89-85 (2005) (10)48.
6
[7]Ostadi., F., Hoseain alipour,M., Khaleghi,s.J., Jamali zaviyeh sadat., S.M. , Managing urban projects in a subtle way )with reference to Case Study: Rasht Recreation Project(, International Conference on Innovation and Research in Engineering Sciences, Georgia-Tbiliss, Georgia International Academy of Sciences, Payame Noor University, (2018). (in Persian).
7
[8]Radfar,S., Shirooyeh zad,H., Investigating the effect of the main factors of agility in the project management process groups based on the Chou and Kaw model (studied in construction companies and Housing Agents of Khorasan Razavi), Annual Conference of Modern Management Paradigms in the Field of Intelligence, Tehran, Permanent Secretariat of the Conference, Tehran University, (2018). (in Persian).
8
[9]Abbasiyan Jahroomi,H.R., Ehsani Far,M., Khodayari,A., Presentation of Maturity Evaluation Model of Construction Companies of Iran to implement agile management with the identification of its challenges, Journal of Structural Engineering and Construction, ,(3) 4 91-108 (2017). (in Persian).
9
[10]Salimi chegini., A. Investigating the implementation of agile project management in refinery projects (Case study of South Pars projects), International Conference on Industrial Engineering and Management, Tehran, (2016). (in Persian).
10
[11]Mahmodiyan,S.A.R., Baboliyan., S., Feasibility and decision making for an agile project management approach, International Conference on Management and Industrial Engineering, Institute of Managers of Idea Capital, Vieira, (2014). (in Persian).
11
[12]Mirmohammad Sadeghi,S.A.R., Moghan.,M., Tabari.,M., Nouri.,M.H. A comparative study of methodologies and standards in project management with traditional and agile approaches, Third National Conference on Accounting and Management, Tehran, Narcish Information Institute, (2014). (in Persian).
12
[13]Gregory, P., Barroca, L., Sharp, H., Deshpande, A., Taylor, K., The challenges that challenge: Engaging with agile practitioners’ concerns, Information and Software Technology,104-92 (2016) 77.
13
[14]Conforto, E.C., Amaral, D.C. Silva, S.L.D., Felippo, A. D., Kamikawachi, D.S.L., The agility construct on project management theory, International Journal of Project Management, 674-660 (2016) (4)34.
14
[15]Tomek, Radan. Kalinichuk, S., Agile PM and BIM: A hybrid scheduling approach for a technological construction project, Procedia Engineering, 564-557(2015)123.
15
[16]Serrador, P., Pinto, K., J., Does Agile work? A quantitative analysis of agile project success, International Journal of Project Management,(5)33 1051-1040 (2015).
16
[17]Johansson.M.Y., Agile project management in the construction industry - An inquiry of the opportunities in construction projects, PhD, Real Estate and Construction Management Department, (2012).
17
[18]Ribeiro, F.M., Fernandes., M.T, Exploring agile methods in construction small and medium enterprises: a case study, Enterprise Information Management, 180-161 (2010) (2)23.
18
[19]Owen, R., Koskela, L. Henrich, Guilherme., Codinhoto, Ricardo, Is Agile Project Management applicable to construction? Proceedings IGLC, 66-51 (2006)14.
19
[20]Chen, Q., Georg.,R., Beliveau, Y. , Interface management—a facilitator of lean construction and agile project management, Proceedings IGLC, 66-57 (2007)15.
20
[21]Sarmad, Z., Bazargan, A., Hejazi, A. Research Methods in Behavioral Sciences, Print 30, Tehran: Publishing House, (2018). (in Persian)
21
[22]Boehm, B. Turner., R., Balancing agility and discipline: A guide for the perplexed, Boston: Addison Wesley, (2003).
22
[23]Wysocki, R. K., Effective project management, Third Edition, Wiley Publishing, Inc, (2007).
23
[24]Cockburn, A., Selecting a Project's Methodology, IEEE Software, 71-64 (2000) (17)4.
24
ORIGINAL_ARTICLE
BIM-based approach for Estimating life cycle costs of building in conceptual design phase using Iran’s national price list
All costs within the life cycle of a building are known as its life-cycle costs. In the design process of a building, the use of a lower initial cost index to select an option among others with similar performance may not lead to an economically optimal choice during the lifecycle. Hence today, building designers and investors require a tool to estimate life cycle costs at the conceptual design phase to elect an economically efficient option. The purpose of this study is to provide a framework to estimate life cycle costs of a building at the conceptual design phase based on Building Information Modeling (BIM). For this purpose, the costs of the building’s life cycle, including initial costs (cost of supply and installation based on Iran’s national price list and shipping costs), repair and maintenance costs, operating costs (energy consumption) and salvage value at the end of the building’s useful life are regarded in the estimation of its life cycle costs. The application of the proposed framework was then evaluated and approved for designing a residential building in Tehran. The application of the proposed framework for designing a residential building in Tehran was assessed and validated on two models, and the results showed that by increasing the initial costs in the second model by 75%, its annual operating costs decreased by 54% and total life cycle costs have dropped by 8% after 18 years. In this way, building designers can estimate the life-cycle costs of a building at the incipient stages of design and improve its design.
https://ceej.aut.ac.ir/article_3504_79ecc0c137d63350914f9085b5af8de4.pdf
2020-09-22
1853
1874
10.22060/ceej.2019.15688.6000
Life Cycle Cost (LCC)
Building Information Modeling (BIM)
onceptual design phase
Iran
فرزاد
جلایی
farzadjalaei@iust.ac.ir
1
عضو هیئت علمی دانشکده مهندسی عمران دانشگاه علم و صنعت ایران
LEAD_AUTHOR
Mohammad Amin
Hamedi Rad
hamedirad@chmail.ir
2
MSc student, Department of Civil Engineering, Iran university of science and technology
AUTHOR
ali akbar
shirzadi javid
shirzad@iust.ac.ir
3
assistant professor, school of civil engineering, iran university of science and technology
AUTHOR
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ORIGINAL_ARTICLE
Optimization of Non-level Pedestrian Crossings Using Genetic Algorithm
Today, a significant proportion of movements are available for distances below one kilometer is carried out with the feet. The separation of pedestrian traffic with traffic passing through highways and highways is one of the issues that, in addition to ensuring the safety of pedestrians, also covers the flow of traffic. One of the safe passageways of these pedestrian crossings is the construction of passageways of non-level pedestrians (overpasses or underpasses). Therefore, the mathematical model in this research was designed with the goal of the minimum total distance of pedestrians to the passage. Model inputs were prepared using the ArcGIS software, such as applying the population to applications and obtaining distances, then by solving this model, an optimal locating of non-level passes was performed using Genetic Algorithm. In order to optimize and optimize the management of project costs, the passageways were prioritized based on effective parameters. Thus, by identifying the effective parameters such as the size of the pedestrian and the volume and speed of the vehicles, using the ArcGIS software, the information layers of the parameters were created and applied to the layers using the required hierarchical weighting method and this method of prioritizing the non-level crossings of the pedestrian is done. The research method was carried out on a case study and non-level crossings of passageways were locally located in the area. The importance of effective parameters for prioritizing non-level passes, pedestrian accidents, and the volume of passing pedestrians from the street had the most important factor. Finally, 21 points for constructing of pedestrian crossing is determined that prioritized based on Genetic Algorithm.
https://ceej.aut.ac.ir/article_3503_1ae5098565547682681cd741d7ef5e14.pdf
2020-09-22
1875
1888
10.22060/ceej.2019.15691.6001
Locating
Pedestrian
optimization
genetic algorithm
Hierarchical Analysis
Ali
Abdi Kordani
aliabdi@eng.ikiu.ac.ir
1
Lecturer in Imam Khomeini International University
LEAD_AUTHOR
Hossein
Izadpanah
matindad@yahoo.com
2
Highway and Transportation Dept, Civil, Architecture and Art Faculty, Science and Research Branch of Islamic Azad University, Tehran, Iran
AUTHOR
Majid
Shadman
shadman@edu.ikiu.ac.ir
3
Civil Engineering-Transportation Dept, Faculty of Engineering, International University of Imam Khomeini, Qazvin, Iann
AUTHOR
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