ORIGINAL_ARTICLE
Analysis of pressure drop variation due to obstacles in mine ventilation networks using simulation
Appropriate ventilation in underground mines is one of the most important factors in deep mining. Mining engineers always pay attention to the design of the ventilation network during development and extraction of ore in underground mines. The ventilation network’s efficiency depends on a variety of factors. The presence of barriers in mine ventilation networks is one of the important affecting factors. In this research, using the Monte Carlo technique, a probability distribution function is presented for the resistance of obstacles as the input to the model. For each simulated value, the ventilation network was analyzed and the air flow of all branches of the ventilation system of the NAKHLAK mine was determined. Reliability criteria were introduced. Results showed that branches 4, 6.7, and 13 have been failed. Branch 7 will be able to find its initial performance by changing the flow direction. Branch 13 was completely failed during the simulation process.
https://ceej.aut.ac.ir/article_2805_26fe6775c7d53653ebaf82ffdb243cad.pdf
2019-06-22
185
196
10.22060/ceej.2018.13160.5340
mine
ventilation
Network
Simulation
obstacles
Z.
Rezaei
zrezaei@aut.ac.ir
1
Department of Mining and Metallurgical Engineering, Amirkabir University of Technology, Tehran, Iran
AUTHOR
M.
Ataee-pour
map60@aut.ac.ir
2
Department of Mining and Metallurgical Engineering, Amirkabir University of Technology, Tehran, Iran
LEAD_AUTHOR
H.
Madani
hmadani@aut.ac.ir
3
Department of Mining and Metallurgical Engineering, Amirkabir University of Technology, Tehran, Iran
AUTHOR
[1] Y. Wang, The Airflow Abnormal Value Analysis of Mine Ventilation Network Based on the Sensitivity, in: Advanced Materials Research, Trans Tech Publ, 2014, pp. 1095-1099.
1
[2] R. Billinton, R.N. Allan, Reliability evaluation of engineering systems, Springer, 1992.
2
[3] E. Zio, The Monte Carlo simulation method for system reliability and risk analysis, Springer, 2013.
3
[4] N. Van Den Bossche, A. Janssens, N. Heymans, P. Wouters, Performance evaluation of humidity controlled ventilation systems in residential buildings using Monte Carlo Analysis, Paper A41-T4-B-07-3, IAE/ECBCS-Annex 41 MOIST-ENG, 2007.
4
[5] S. Gupta, N. Ramkrishna, J. Bhattacharya, Replacement and maintenance analysis of longwall shearer using fault tree technique, Mining Technology, 115(2) (2006) 49-58.
5
[6] D. Yang, J. Li, L. Ran, Research on reliability of complex coal mine ventilation networks, in: Wireless Communications, Networking and Mobile Computing, 2008. WiCOM'08. 4th International Conference on, IEEE, 2008, pp. 1-4.
6
[7] B.-y. Hao, G. Sui, L.-x. Kang, Reliability emulation of production system on longwall face, Journal of Coal Science and Engineering (China), 15(1) (2009) 76-80.
7
[8] A. Dubi, S. Khoroshevsky, A. Doron, A Note on Spare Parts and Logistic Optimization with Monte Carlo based System Models, International Journal of Performability Engineering, 7(5) (2011) 405.
8
[9] J. Cheng, ASSESSMENT OF MINE VENTILATION SYSTEM RELIABILITY USING RANDOM SIMULATION METHOD, Environmental Engineering & Management Journal (EEMJ), 15(4) (2016).
9
[10] A. Dabagh, Kh. Gharibi, A. Dashti, S. Mohammadian, Investigating the operation of a natural ventilation system in the Nakhlak lead mine, Iranian Mines and Mining Industries Development and Renovation Organization, (2009) 217.
10
[11] D.F. Young, B.R. Munson, T.H. Okiishi, W.W. Huebsch, A brief introduction to fluid mechanics, John Wiley & Sons, 2010.
11
[12] A. Skochinsky, V. Komarov, J.S. Scott, Mine ventilation, Mir, 1969.
12
[13] P.-A. Ekström, R. Broed, Sensitivity analysis methods and a biosphere test case implemented in EIKOS, Posiva Working Report, 31 (2006) 84.
13
ORIGINAL_ARTICLE
Evaluation of detention tanks for reducing urban flooding
The sustainable urban drainage systems approach or LID devices (low impact development) are designed to detain, store, infiltrate, or treat urban runoff, and so reduce the impact of urban development. The purpose of this research is to evaluate the application of detention tanks from low-impact structural methods in order to eliminate or reduce the rainfall flood in the collecting network and conveyance of surface drainage water in small part of the urban area in Babolsar city. By using the simulation of rainfall-runoff process at the catchment area and the runoff routing in the drainage networks with the SWMM, critical nods were identified. The results showed that some parts of system have high capacity and the others have low capacity which induces inundations. Several simulations were performed with considering detention tanks by different dimensions in the system and eventually the best option was selected. Considering a serial detention tank, no inundation occurred in 2 and 5 years return periods but for 10 year return period, inundation happened with 125 m3 flood volume. However, constructing parallel detention tank with same dimensions and place of serial type caused no inundations. Results showed that parallel detention tank has better function comparing with serial one. The results of this study emphasize the use of flood hydrodynamic simulation models to evaluate different scenarios of urban flood management.
https://ceej.aut.ac.ir/article_2700_c21b2346a88f0aad76283a3c92f39585.pdf
2019-06-22
197
204
10.22060/ceej.2017.13235.5353
Detention Tank
Inundation
Simulation
SWMM
Urban Flood
V.
Karimi
vkarimi@gmail.com
1
Soil Conservation and Watershed Management Research Department, Mazandaran Agriculture and Natural Resources Research and Education Center, AREEO, Sari, Iran.
AUTHOR
M.
Rashidpour
rashidpour.mostafa@gmail.com
2
Faculty of Environmental Sciences, Haraz Institute of Higher Education, Amol, Iran
LEAD_AUTHOR
[1] L.B. Leopold, Hydrology for urban land planning: A guidebook on the hydrologic effects of urban land use, Geological Survey, Washington DC, 1968.
1
[2] T.G. Schmitt, M. Thomas, N. Ettrich, Analysis and modeling of flooding in urban drainage systems, Journal of Hydrology, 299(3) (2004) 300-311.
2
[3] A. Elliott, S.A. Trowsdale, A review of models for low impact urban stormwater drainage, Environmental modelling & software, 22(3) (2007) 394-405.
3
[4] NZWERF, On-Site Stormwater Management Manual, New Zealand Water Environment Research Foundation, Wellington, New Zealand., 2004.
4
[5] T.H. Wong, T.D. Fletcher, H.P. Duncan, J.R. Coleman, G.A. Jenkins, A Model for Urban Stormwater Improvement: Conceptualization, in: Global Solutions for Urban Drainage, 2002, pp. 1-14.
5
[6] CIRIA, Sustainable urban drainage systems. In: Design manual for Scotland and Northern Ireland, Construction Industry Research and Information Association, London, England, 2000.
6
[7] J.D. Westervelt, Simulation modeling for watershed management, Springer- Verlage, New York, Inc, 2001.
7
[8] J. Yan, Y. Zhang, J. Zhang, X. Yang, The method of urban rain-flood utilization based on environmental protection, Energy Procedia, 5 (2011) 403-407.
8
[9] I. Andrés-Doménech, A. Montanari, J. Marco, Efficiency of storm detention tanks for urban drainage systems under climate variability, Journal of Water Resources Planning and Management, 138(1) (2011) 36-46.
9
[10] B.F. Sanders, J.C. Pau, D.A. Jaffe, Passive and active control of diversions to an off-line reservoir for flood stage reduction, Advances in water resources, 29(6) (2006) 861-871.
10
[11] M. Rashidpour, Simulation & Prediction of Urban Flood( Case Study: Babolsar Urban Watershed), Sari Agriculture Science and Natural Resources University, 2012.(In Persian)
11
[12] S. Badieizade, A. Bahrehmand, A. A. Dehghani, Calibration and Evaluation of the Hydrologic- Hydraulic Model SWMM to Simulate Runoff (Case Study: Gorgan). Journal of Watershed Management Research, Vol. 7, (No. 14) (2016) 1-10. (In Persian)
12
[13] S. Alibakhshi, Analysis and Simulation of Flooding in Surface Water Collecting Networks Using Computer Model (Case Study: Tehran's District 22). Mazandaran University, 2007. (In Persian)
13
[14] Z.Ahmadi, R. Fazl Ola, A. Ashrafzadeh , Investigation of the adequacy of the drainage network of Masal and providing solutions for its improvement using MIKESWMM software., Journal of Iran Water Research., 6(10) (2012) 93. (In Persian)
14
[15] V. Karimi, K .Solaimani, M. Habibnejad Roshan, K. Shahedi, Simulation of Flow in Open & Closed Conduits by EPA-SWMM Model (Case Study: Babolsar Urban Watershed), Journal of Watershed Management Research 6(11) (2015) 162-170. (In Persian)
15
[16] S.H. Meraji, M.H. Afshar, A. Afshar, Optimal design of flood control systems using particle swarm optimization algorithm, Journal of International Engineering Science, 19 (2009) 41-53. (In Persian)
16
[17] S. Todeschini, S. Papiri, C. Ciaponi, Performance of stormwater detention tanks for urban drainage systems in northern Italy, Journal of environmental management, 101 (2012) 33-45.
17
[18] A. Radmehr, SH. Araghinejad, Optimal Urban Flood Management Using Spatial Multi Criteria Decision Making Approach, Amirkabir Journal of Civil and Environmental Engineering, 48(3) (2016) 10-20. (In Persian)
18
[19] A. Bellu, L.F.S. Fernandes, R.M. Cortes, F.A. Pacheco, A framework model for the dimensioning and allocation of a detention basin system: The case of a flood-prone mountainous watershed, Journal of Hydrology, 533 (2016) 567-580.
19
[20] S.J. Nix, Urban Storm Water Modeling and Simulation, Lewis Publishers, Boca Raton, (1994).
20
[21] P.S. Yu, T.C. Yang, S. J. Chen, Comparison of uncertainty analysis methods for a distributed rainfall–runoff model, Journal of Hydrology, 244(1) (2001) 43-59.
21
[22] Z. Dongquan, C. Jining, W. Haozheng, T. Qingyuan, C. Shangbing, S. Zheng, GIS-based urban rainfall-runoff modeling using an automatic catchment-discretization approach: a case study in Macau, Environmental Earth Sciences, 59(2) (2009) 465.
22
ORIGINAL_ARTICLE
Study of the effect of skewed beam-to-column connections on loss of strength in endplate moment connections
Skewed beams may be utilized due to the architectural limitations. The use of skewed beam cause to initiation of torsional moment, in addition to flexural moment, at the connection face. In the beams with end plate connections, the torsional moment creates shear stress at the end plates which in combine with the shear stress due to connection shear force can lead to reduction in the connection frictional strength and the end plates slippage. This paper investigates the slippage of the end plates of skewed beam with rigid connection to columns with end-plates. 122 finite element non-linear models are used to study the end plate moment connections with skewed beams with 10, 20, 30 and 45 degree of deviation in the plan. The results showed that for the beams with low degree of deviation, the addition of one or two rows of bolts is a suitable method for reducing the loss of strength for skewed beams. For high deviation angle of 45 degree the friction strength loss is considerable and so large number of bolts may be required to be added to recover the friction strength loss, which may not be possible due to the geometric limitations of the connection and so it is recommended in the beams with 45 deviation angle other types of connections to be used.
https://ceej.aut.ac.ir/article_2812_b387fb95063dcb7dc7bfe9c91eda12b9.pdf
2019-06-22
205
220
10.22060/ceej.2018.13285.5364
Rigid connection
Endplate moment connection
skewed beam
Friction strength loss
slip
M.
Hoseinzadeh Asl
hoseinzadeh.m@tabrizu.ac.ir
1
Faculty of Civil Engineering, University of Tabriz, Tabriz, Iran
LEAD_AUTHOR
M.
Saeidzadeh
m.saeeidzadeh94@ms.tabrizu.ac.ir
2
Faculty of Civil Engineering, University of Tabriz, Tabriz, Iran
AUTHOR
[1] N.B.R.o. Iran, Design and Construction of Steel Structures,Ministry of roads and Urban developement, Deputy for Housing and Constructions, 2013(in Persian).
1
[2] M. Zarean, B. Hoseini Hashemi, M. Hoseini, Seismic behavior of rigid connection of oblique beam in plan to steel box column with use of top and bottom cover plates, 4th National Conference on Steel and Structures, Iranian Society of Steel Structures, Tehran, 2013(in Persian).
2
[3] A. Fiouz, M. Mahini, A. Ahmadi, Study of seismic behavior of oblique beams with reduced beam section with different angles, 3th International Congress on Civil Engineering, Architecture and Urban Development, Tehran, 2015(in Persian).
3
[4] W.A. Thornton, L. Kloiber, Connections for skewed beams, North American Steel Construction Conference, Modern Steel Construction, 1999.
4
[5] AISC, Steel Construction Manual,14th ed, American Institute of Steel, 2011.
5
[6] M. Al Hijaj, M. Mahamid, Behavior of skewed extended shear tab connections part I: Connection to supporting web, Journal of Constructional Steel Research, 128(Supplement C) (2017) 305-320.
6
[7] M. Mahamid, M. Al Hijaj, Behavior of skewed extended shear tab connections part II: Connection to supporting flange, Journal of Constructional Steel Research, 128(Supplement C) (2017) 462-472.
7
[8] M. Al Hijaj, M. Mahamid, Behavior of Skewed Extended Shear Tab Connections, Structures Congress 2015.
8
[9] M. Mahamid, M. Al Hijaj, Behavior of Stiffened Skewed Extended Shear Tab Connections, Geotechnical and Structural Engineering Congress, 2016.
9
[10] A. Zareia, M. Vaghefi, A.R. Fiouz, Numerical investigation seismic performance of rigid skewed beam-to-column connection with reduced beam section, Structural Engineering and Mechanics, 57(3) (2016) 507-528.
10
[11] Y. Shi, G. Shi, Y. Wang, Experimental and theoretical analysis of the moment–rotation behaviour of stiffened extended end-plate connections, Journal of Constructional Steel Research, 63(9) (2007) 1279-1293.
11
[12] AISC360, Specification for structural steel buildings: American Institute of Steel Construction, AISC, 2010.
12
[13] Ansys Workbench, 2016.
13
[14] AISC358, Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications, AISC, 2014.
14
[15] C.G. Salmon, J.E. Johnson, F.A. Malhas, Steel Structures: Design and Behavior, 5th Edition ed., Pearson International Edition, 2009.
15
ORIGINAL_ARTICLE
Experimental investigation on flexural behavior of concrete beams strengthened under constant load by CFRP sheets
Today, strengthening of reinforced concrete structures and especially flexural strengthening by fiber reinforced polymers (FRP) is used worldwide as an efficient way. In this study, the existing of a constant load during FRP flexural strengthening versus load removal before strengthening were experimentally investigated and compared. A preload with two different predetermined amounts, one to make the beam cracked elastically and the other to make beam deflected to plastic region, was applied before the strengthening of beam samples. All Externally Bonded Reinforcement In Groove (EBRIG) installed FRP sheets were ruptured during test and no de-bonding was observed. Pre-cracking of beams in unloaded strengthened beams caused a minor decrease in ultimate load capacity of strengthened beams. Also ductility and ultimate deformation was decreased. Flexural strengthened beams under constant load showed better ultimate strength (up to 8%) and also better ductility and energy dissipation ability.It can be concluded that FRP flexural strengthening of beams under constant load is more appropriate than load removal of beams during strengthening. The appropriate amount of load during strengthening must be studied in detail but excessive loading to plastic extents is not appropriate.
https://ceej.aut.ac.ir/article_2771_25f252c779e8e2f4b805ad174845a898.pdf
2019-06-22
221
230
10.22060/ceej.2018.13303.5370
Flexural Strengthening
CFRP Sheets
Constant Load
RC Beams
R.
Morshed
morshed@yazd.ac.ir
1
Faculty of Civil Engineering, Yazd University, Yazd, Iran
LEAD_AUTHOR
M.
Barzegar
mehrbod.barzegar@gmail.com
2
Faculty of Civil Engineering, Yazd University, Yazd, Iran
AUTHOR
E.
Tavasoli
ehsan.tavasoli68@yahoo.com
3
Faculty of Civil Engineering, Yazd University, Yazd, Iran
AUTHOR
[1] D. Mostofnejad, , Reinforce Concrete Structure, Esfahan, Arkan Publishers, 1 (2015).
1
[2] M.Eftekhar, Structural PhD Thesis, Investigation on influence of flexural strengthening on behavior of beams retroftted by CFRP sheets, civil engineering department, IUT, (2010).
2
[3] M.Esfahani and M.Bani jamli, Investigation of flexural strengthening techniques on FRP strengthened Beams, civil engineering and Sustainable Development, Mashhad, Iran , (2013).
3
[4] D.Mostofnejad and E.Mahmoudabadi, Grooving as Alternative Method of Surface Preparation to Postpone Debonding of FRP Laminates in Concrete Beams, Journal of Composites for Construction,14(6) (2010)804-811.
4
[5] D.Mostofnejad and M. J. Hajrasouliha, Performance Of Grooving Method To Postpone Debonding Of FRP Sheets In Strengthened Concrete Beams, IJST, Transactions of Civil Engineering, 37(2013) 219-232.
5
[6] D.Mostofnejad, Shameli, M. ,Performance of EBROG Method under Multilayer FRP Sheets for Flexural Strengthening of Concrete Beams,” Procedia Engineering, 14 (2011) 3176-3182 .
6
[7] D.Mostofnejad and A.Moghaddasi, Bond effciency of EBR and EBROG methods in different flexural failure mechanisms of FRP strengthened RC beams, Construction and Building Materials, Volume 54,(2014) 605-614.
7
[8] A. Hosseini and D. Mostofnejad, Experimental Investigations into bond behavior of CFRP sheets attached to concrete using EBR and EBROG techniques, Composites Part:B, V. 51(2013) 130-139.
8
[9] D.Mostofnejad and K.Khazaei, Effect of GM patterns on ductility and debonding control of FRP sheets in RC strengthened beams, Construction and Building Materials, 93(2015) 110-120.
9
[10] A. M. Morsey, E. M. El-Tony and M. El-Naggar, Flexural Strengthening of Pre-Damaged Beams Using Embedded CFRP Rods, Alexandria Eng. Journal, Elsevier, 54(2015) 1175-1179.
10
[11] ASTM E2126-09 , Standard Test Methods for Cyclic Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings, ASTM International, 11(2018).
11
ORIGINAL_ARTICLE
Parametric Investigation of Geosynthetics Reinforced Soil Wall Seated on Compressible Bed
The superiority of the geosynthetic reinforced soil wall to another reinforced soil systems, is led to the increasing expansion. So far many studied have been conducted on geosynthetics reinforced soil walls, with assuming rigid bed. But the behavior of this system and mechanism of it components has less been considered when the bed is compressible or loose. The present study investigated the effect of effective parameters (i.e., facing inclination, connection type of geogrids to the facing, toe condition, length of reinforcement and vertical distance of reinforcements) on the behavior of reinforced soil wall seated on compressible bed, using finite element method. Also the behavior of the wall under conditions of end of construction and surcharge loading has been investigated. The results showed that the parameters that had the greatest effect on the behavior of the reinforced soil wall during the weakening of the bed, is facing inclination, vertical distance between reinforcements and toe condition. Decreasing vertical distance of reinforcements and increasing facing inclination, has led to significantly decrease in horizontal displacement of wall and maximum reinforcement load. Also according to the results, the bed with compressible soil, the type of connection of reinforcement and length of reinforcement did not show a significant effect on the improvement of the wall’s behavior, except when the wall was placed on a loose bed.
https://ceej.aut.ac.ir/article_2808_45524e9a26d44eeeea98c02284043b31.pdf
2019-06-22
231
242
10.22060/ceej.2018.13337.5383
Reinforced soil wall
Numerical modeling
Geo-grid
Facing inclination
Toe Conditions
V.
Ghiasi
v.ghiasi@malayeru.ac.ir
1
Civil Engineering Department, Malayer University, Hamedan, Iran
LEAD_AUTHOR
A.
Farzan
aminfarzandc@gmail.com
2
Civil Engineering Department, Malayer University, Hamedan, Iran
AUTHOR
[1] K. Kazimierowicz-Frankowska, A case study of a geosynthetic reinforced wall with wrap-around facing, Geotextiles and Geomembranes, 23(1) (2005) 107-115.
1
[2] C. Yoo, S.-B. Kim, Performance of a two-tier geosynthetic reinforced segmental retaining wall under a surcharge load: full-scale load test and 3D finite element analysis, Geotextiles and Geomembranes, 26(6) (2008) 460-472.
2
[3] G. Yang, B. Zhang, P. Lv, Q. Zhou, Behaviour of geogrid reinforced soil retaining wall with concrete-rigid facing, Geotextiles and Geomembranes, 27(5) (2009) 350-356.
3
[4] M. Ehrlich, S. Mirmoradi, Evaluation of the effects of facing stiffness and toe resistance on the behavior of GRS walls, Geotextiles and Geomembranes, 40 (2013) 28-36.
4
[5] S. Mirmoradi, M. Ehrlich, Effects of facing, reinforcement stiffness, toe resistance, and height on reinforced walls, Geotextiles and Geomembranes, 45(1) (2017) 67-76.
5
[6] S. Mirmoradi, M. Ehrlich, Evaluation of the effect of toe restraint on GRS walls, Transportation Geotechnics, 8 (2016) 35-44.
6
[7] S. Mirmoradi, M. Ehrlich, C. Dieguez, Evaluation of the combined effect of toe resistance and facing inclination on the behavior of GRS walls, Geotextiles and Geomembranes, 44(3) (2016) 287-294.
7
[8] O. Rahmouni, A. Mabrouki, D. Benmeddour, M. Mellas, A numerical investigation into the behavior of geosynthetic-reinforced soil segmental retaining walls, International Journal of Geotechnical Engineering, 10(5) (2016) 435-444.
8
[9] S. Mirmoradi, M. Ehrlich, Numerical evaluation of the behavior of GRS walls with segmental block facing under working stress conditions, Journal of Geotechnical and Geoenvironmental Engineering, 141(3) (2014) 401-409.
9
[10] A. Abdelouhab, D. Dias, N. Freitag, Numerical analysis of the behaviour of mechanically stabilized earth walls reinforced with different types of strips, Geotextiles and Geomembranes, 29(2) (2011) 116-129.
10
[11] H. Ling, D. Leshchinsky, Finite element parametric study of the behavior of segmental block reinforced-soil retaining walls, Geosynthetics International, 10(3) (2003) 77-94.
11
[12] Y. Yu, I.P. Damians, R.J. Bathurst, Influence of choice of FLAC and PLAXIS interface models on reinforced soil-structure interactions, Computers and Geotechnics, 65 (2015) 164-174.
12
[13] R. Brinkgreve, Plaxis: Finite Element Code for Soil and Rock Analyses: 2D-Version 8:[user’s Guide], Balkema, 2006.
13
[14] R.J. Bathurst, D. Walters, N. Vlachopoulos, P. Burgess, T. Allen, Full scale testing of geosynthetic reinforced walls, in: Advances in transportation and geoenvironmental systems using geosynthetics, 2000, pp. 201-217.
14
[15] K. Hatami, R.J. Bathurst, Development and verification of a numerical model for the analysis of geosynthetic-reinforced soil segmental walls under working stress conditions, Canadian Geotechnical Journal, 42(4) (2005) 1066-1085.
15
[16] K. Hatami, R.J. Bathurst, Numerical model for reinforced soil segmental walls under surcharge loading, Journal of Geotechnical and Geoenvironmental engineering, 132(6) (2006) 673-684.
16
[18] N. Janbu, Soil compressibility as determined by oedometer and triaxial tests, in: Proceedings of the European conference on soil mechanics and foundation engineering, 1963, pp. 19-25.
17
[19] FHWA, Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes, Volume I, (2010).
18
ORIGINAL_ARTICLE
Environmental assessment of the life cycle of sludge treatment systems of ardabil and khalkhal wastewater treatment plants
With the increasing population growth and the importance of sustainable development, the need for wastewater treatment systems with less environmental load and therefore the economy is felt. The life cycle assessment method, is one of the methods of environmental assessment of products and services. in this study a comparison between two methods of sludge treatment systems, aerated lagoon (Ardabil wastewater treatment plant) and activated sludge (Khalkhal WWTP) were discussed. for this purpose, inputs (materials and energy) and outputs (related pollutants) of each system were determined. Based on the quality parameters data from the water and wastewater company in Ardabil province, the amount of CH4 and CO2 production gases in both systems were calculated, and analyzed with use of simapro 8.2.0 software and basic data of CML2001 and Eco-indicator 99. The results showed that, lagoon system had maximum effects in all impact categories and in contrast, activated sludge system had much less environmental impact than lagoon system. Thus, activated sludge system in the category of toxic effects for humans had the highest contribution (79 %) and in the global warming and photochemical oxidation impact categories had the lowest contribution (0.72 %). So, the results of this research showed that activated sludge system had lowest environmental load and introduced as an alternative method of aerated lagoon system in the development of Ardabil wastewater treatment plant (WWTP).
https://ceej.aut.ac.ir/article_2877_bb89396b2a8db4285d858593af788ea1.pdf
2019-06-22
243
256
10.22060/ceej.2018.13342.5384
Life Cycle Assessment
environmental impact
Assessment
wastewater Treatment
Sludge Management
Impact Categories
H.
Parsajou
hamed_parsajoo@yahoo.com
1
Civil and Environmental Engineering Department, Tehran branch, Islamic Azad University, Tehran, Iran
AUTHOR
E
Fataei
eafataei@gmail.com
2
Environmental Engineering Department, Ardabil branch, Islamic Azad University, Ardabil, Iran
LEAD_AUTHOR
[1] Guangming Z, Ru Jiang, Guohe Huang, Min Xu, Jianbing Li. “ Optimization of Wastewater Treatment Alternative Selection by Hierarchy Grey Relational Analysis." Journal of environmental management 82.2 (2007): 250-259.
1
[2] Feyzi, M., and M. Tabesh." A review of life cycle assessment method and its application in municipal wastewater treatment plants. " The first national conference on environmental protection and environmental planning. Hamadan, Islamic Azad university, 2013 (in Persian).
2
[3] Corominas, LI., J. Foley, J.S. Guest, A. Hospido, H.F. Larsen, S. Morera, A. Shaw." Life Cycle Assessment Applied to Wastewater Treatment: State of the Art." water research 47.15 (2013): 5480-5492.
3
[4] Paniz, M., and N. Mokhtarani." Life cycle assessment." Seventh national conference and exhibition of environmental engineering. Tehran, University of Tehran, 2015 (in Persian)..
4
[5] Emmerson, G.K., G.K. Morse, J.N. Lester. "The Life-Cycle Analysis of Small Scale Sewage Treatment Processes." Water and Environmental Journal of Promoting Sustainable Solutions 9.3 (1995): 317-325.
5
[6] Dixon, A., M. Simon, T. Burkitt. "Assessing the Environmental Impact of Two Options for Small Scale Wastewater Treatment: Comparing a Reedbed and an Aerated Biological Filter Using a Life Cycle Approach." Ecological Engineering 20.4 (2003): 297-308.
6
[7] Machado A.P., L. Urbano, A.G. Brito, P. Janknecht, J.J. Salas, R. Nogueira. " Life cycle assessment of wastewater treatment options for small and decentralized communities." University of Minho, Institute of Biotechnology and Bioengineering - Centre of Biological Engineering, Campus de Gualtar, Braga, Portuga, (2007).
7
[8] Renou, S., J.S. Thomas, E. Aoustin, M.N. Pons." Influence of Impact Assessment Methods in Wastewater Treatment LCA." Journal of Cleaner Production 16.8 (2008): 1098-1105.
8
[9] Zhang, Q.H., X.C. Wang, J.Q. Xiong, B.Cao. Chen. "Application of Life Cycle Assessment for an Evaluation of Wastewater Treatment and Reuse Project - Case Study of Xian, China." Bioresource Technology 101.5 (2010): 1421-1425.
9
[10] Changqing, Xu., wei. Chen, J. Hong. "Life-Cycle Environmental and Economic Assessment of Sewage Sludge Treatment in China" Journal of Cleaner Production 67.1 (2014): 79-87.
10
[11] ISO, ISO. 2006. 14044: environmental management—life cycle assessment—requirements and guidelines.
11
[12Marzieh, Mohammadi. Comparative Life Cycle Assessment of municipal wastewater treatment systems: Lagoon, Activated sludge & Biolac. Masters. Thesis. Islamic Azad University Of Ardebil,2015 (in Persian).
12
ORIGINAL_ARTICLE
Experimental study of the effect of netted collar position on scour depth around of oblong-shappe bridge pier
Scouring is a natural phenomenon that arises from the erosive action of flow field in the alluvial streams . Local scour is a special type of scour. This type of scour is one of the reasons of bridge failures. One of methods of scour reduction is the use of collar and netting the collar makes it lighter. The position of collar plays an important role in reduce of scour bridge pier, therefore in this research effect of position of netted collar around of oblong bridge pier are investigated. The experiments have been in this direction on the flume with the length of 6 m, with of 73 cm and a depth of 60 cm with a slope near zero. In this research, simple collar and three netted collars(with opening parts equal to 30 percent, 50 oercent and 70 persent) in four levels including on the bed, 0.1B under the bed(B: pier’s width), 0.5B and B above the bed. The results show that levels under the bed and on the bed were the best position to install the collars. On the bed, the simple collar had 100% sufficiency and the 70% netted collar had 92% efficiency in reducing the scour. In level under the bed simple collar and netted collars had the same performance and scour depth decreased by 88%.
https://ceej.aut.ac.ir/article_2719_95262d72dfa14d28e59dcb9295a73dba.pdf
2019-06-22
257
266
10.22060/ceej.2017.13352.5388
Scour
bridge pier
position of collar
netted collar
oblong-shappe
zahra
taheri
zahra.taheri1414@gmail.com
1
Department of water stractures, faculty of water science engineering,shahid chamran university, ahvaz,iran
AUTHOR
mehdi
ghomeshi
m.ghomeshi@yahoo.com
2
department of water structurel engineering, faculty of water scienes engineering, shahid chamran university of ahvaz, ahvaz, iran
LEAD_AUTHOR
[1] م. بلوچی, م. چمنی, م. بیرامی, بررسی اثر تغییر شکل طوق بر روند و میزان آبشستگی موضعی, ششمین کنفرانس هیدرولیک ایران, انجمن هیدرولیک ایران, 1386.
1
[2 ]ه.ث. خانی, ع.ح.ز. دلیر, د.ف. زاده, ا.ف. فرد, ا.ح. ناظمی, ف. سلماسی, کاربرد طوق های مستطیلی و دایره ای در کاهش آبشستگی پایه های پل, دانش کشاورزی,18( 4) (1387) 16-1
2
. [3 ]ج. آمنه, ق. مهدی, مطالعه آزمایشگاهی بررسی تأثیر طوقه مشبک و ساده بر آبشستگی پایه پل استوانه ای, دوازدهمین کنفرانس هیدرولیک ایران, 1392.
3
[4] آ. جلیلی, م. قمشی, اثر حضور طوقه مشبک بر عمق آبشستگی اطراف پایه پل مکعبی شکل, علوم و مهندسی آبیاری, )2( )2016 )15-25.
4
[5 ] ز. عالم, تأثیر طوقه مشبک در کاهش آبشستگی تکیه گاه پل دانشگاه چمران,2012
5
[6] Y. Chiew, Scour Protection at Bridge Piers, Journal of Hydraulic Engineering Journal of Hydraulic Engineering, 118(9) )1992( 1260-1269.
6
[7] R. Ettema, Scour at bridge piers, Auckland, 1980.
7
[8] M.B. Mashahir, A.R. Zarrati, E. Mokallaf, Application of Riprap and Collar to Prevent Scouring around Rectangular Bridge Piers, J. Hydraul. Eng. Journal of Hydraulic Engineering, 136(3) (2010) 183-187.
8
[9] M.A.T. Moncada, J. Aguirre-Pe, J.C. Bolivar, E.J. Flores, Scour protection of circular bridge piers with collars and slots, J. Hydraul. Res. Journal of Hydraulic Research, 47(1) (2009) 119-126.
9
[10] A.J. Raudkivi, Loose boundary hydraulics, Balkema, Rotterdam; Brookfield, VT, 2002.
10
[11] C.P. Singh, B. Setia, D.V.S. Verma, Collar-Sleeve Combination as a Scour Protection Device around a Circular Pier, PROCEEDINGS OF THE CONGRESS- INTERNATIONAL ASSOCIATION FOR HYDRAULIC RESEARCH, D/2(Conf .29) (2001)202-209.
11
[12] A.R. Zarrati, H. Gholami, M.B. Mashahir, Application of collar to control scouring around rectangular bridge piers, Journal of Hydraulic Research, 42(1) (2004) 97-103.
12
ORIGINAL_ARTICLE
Precision of elastic modulus estimation using back-calculation and independent variables based models in comparison to experimental data
Pavement condition assessment requires structural evaluation that can be achieved using Falling Weight Deflectometer (FWD). This paper focused attention to the FWD results. The main objective of this research is to present a new method to estimate the pavement layers elastic modulus and to investigate its precision considering the experimental test results. To this end, several sections in Shush-Andimeshk and Semnan-Damghan highways were evaluated by ground penetrating radar (GPR) for estimating the layer thickness and falling weight deflectometer test at different load levels for estimating the elastic moduli of pavement layers. At the same sections, some cores were extracted and tested to measure the elastic modulus using the indirect tensile and dynamic triaxial methods for bound and unbound layers, respectively. The FWD data were analyzed by ELMOD6.0 software as a conventional back-calculation method. Furthermore, a new method was proposed by implementing a code using BASIC programming language and the obtained results were compared with those from ELMOD6.0 and experimental results. Based on these investigations the proposed method could precisely estimate the experimental moduli. Some models were present to estimate laboratory modulus (assumed as real modulus) considering the back-calculated modulus. In addition to back-calculation based models, models were developed based on the independent variables such as surface curvature index (SCI) and base damage index (BDI). Using the latter models, the layer modulus can be estimated without using the complicated back-calculation analysis methods. The final part of this research related to the validation of developed models. Validation of these models showed that they were sufficiently reliable to predict the real elastic moduli.
https://ceej.aut.ac.ir/article_2721_3e5aaebd431f9eb4eaf376b08d846ddf.pdf
2019-06-22
267
284
10.22060/ceej.2017.13392.5400
Falling weight deflectometer
Pavement layers
modulus
Back-calculation
Deflection basin parameters
Surface modulus
N.
Kheradmandi
nargeskheradmandi@yahoo.com
1
Department of Civil Engineering, Babol Noshirvani University of Technology, Mazandaran, Iran
AUTHOR
A.
Modarres
a.modarres@nit.ac.ir
2
Department of Civil Engineering, Babol Noshirvani University of Technology, Mazandaran, Iran
LEAD_AUTHOR
[1] P. Icenogle, M.S. Kabir, Evaluation of Non-destructive Technologies for Construction Quality Control of HMA and PCC Pavements in Louisiana, Louisiana Transportation Research Center, Louisiana Department of Transportation and Development,Baton Rouge, 2013.
1
[2] B.H. Nam, J. An, M. Kim, M.R. M., Z. Zhang, Improvements to the structural condition index (SCI) for pavement structural evaluation at network level, International Journal of Pavement Engineering, 17(8) (2015) 680-697.
2
[3] ASTM D4694-09, Standard test method for deflections with a falling-weight-type impulse load device, ASTM International, West Conshohocken, PA, 2015.
3
[4] M.Y. Shahin, Pavement Management for Airports, Roads, and Parking Lots, Springer, USA, New York, 2006.
4
[5] A. Kavussi, M. Abbasghorbani, F. Moghadas Nejad, A.B. Ziksari, A new method to determine maintenance and repair activities at network-level pavement management using falling weight deflectometer, Journal of Civil Engineering and Management, 23(7) (2017) 338-346.
5
[6] H. Schnoor, E. Horak, Possible method of determining structural number for flexible pavements with the falling weight deflectometer, in Proceedings of the 31th Southern African Transport Conference (SATC 2012),Pretoria, South Africa,(2012) 94–109.
6
[7] M.Y. Kim, D.Y. Kim, M.R. Murphy, Improved Method for Evaluating the Pavement Structural Number with Falling Weight Deflectometer Deflections, Transportation Research Record, (2013) 120–126.
7
[8] O. Elbagalati, M. Elseifi, K. Gaspard, Z. Zhang, Development of the pavement structural health index based on falling weight deflectometer testing, International Journal of Pavement Engineering, 2016.
8
[9] J. Bryce, G. Flintsch, S. Katicha, B. Diefenderfer, Developing a Network-Level Structural Capacity Index for Structural Evaluation of Pavements, Journal of Transportation Engineering, 139(2) (2013) 123-129.
9
[10] B. Xu, S.R. Ranjithan, Y.R. Kim, New relationships between falling weight deflectometer deflection and asphalt pavement layer condition indicators, Transportation Research Record, (2002) 48-56.
10
[11] M. Li, H. Wang, Development of ANN-GA program for backcalculation of pavement moduli under FWD testing with viscoelastic and nonlinear parameters, International Journal of Pavement Engineering, 2017.
11
[12] S.S. Madsen, E. Levenberg, Dynamic backcalculation with different load-time histories, Road Materials and Pavement Design, 2017.
12
[13] A. Kavussi, N. Soltanifar, Analysis of backcalculations result in FWD test for asphalt pavement, First Transport Infrastructure Conference(TIC), Iran University of Science and Technology,Iran, 2013.
13
[14] S. Mun, Y.R. Kim, Backcalculation of subgrade stiffness under rubblised PCC slabs using multilevel FWD loads, International Journal of Pavement Engineering, 10(1) (2009) 9-18.
14
[15] K. Gopalakrishnan, S. Kim, H. Ceylan, O. Kaya, Development of Asphalt Dynamic Modulus Master Curve Using Falling Weight Deflectometer Measurements, Iowa Department of Transportation, Ames, 2014.
15
[16] B. Izevbekhai, N. Pederson, Investigation of Deflection and Vibration Dynamics of Concrete and Bituminous Pavements Constructed Over Geofoam Minnesota Department of Transportation, Paul, 2010.
16
[17] S. Kumlai, B. Sangpetngam, S. Chalermpong, Development of Equations for Determining Layer Elastic Moduli Using Pavement Deflection Characteristics, Transportation Research Board, 2014.
17
[18] H. Behbahani, S.A. Sahaf, Designing a Mathematical Model for Predicting the Mechanical Characteristics of Asphalt Pavements Using Dynamic Loading, International Journal of Civil Engineerng, 5(3) (2007) 236-245.
18
[19] ASTMD6432-11, Standard guide for using the surface ground penetrating radar method for subsurface investigation, ASTM International, West Conshohocken,PA, 2011.
19
[20] A.K. Appea, Validation of FWD Testing Results at the Virginia Smart Road: Theoretically and by Instrument Responses, Virginia Polytechnic Institute and State University, Virginia,Blacksburg, 2003.
20
[21] E.O. Klu, Correlation between the dynamic cone penetration index and the subgrade resilient modulus obtained from the Falling Weight Deflectometer, Kwame Nkrumah University of Science and Technology, Kumasi,Ghana, 2011.
21
[22] A.T. Papaginnakis, E.A. Masad, Pavement Design and materials, John Wiley & Sons, Inc, USA,New Jersey,hoboken, 2007.
22
[23] P. Ullidtz, Pavement Analysis. , Elsevier, Amsterdam, the Netherlands, 1987.
23
[24] A. Nega, H. Nikraz, I.A. Al-Qadi, Dynamic analysis of falling weight deflectometer., Journal of traffic and transportation engineering, 3(5) (2016) 427-437.
24
[25] G.R. Rada, C.A. Richter, P. Jordahl, SHRP's Layer Moduli Backcalculation Procedure, ASTM international, Washington, DC, 1994.
25
[26] E. Horak, S. Emery, J. Maina, Review of Falling Weight Deflectometer Deflection Benchmark Analysis on Roads and Airfields, in: Conference on Asphalt Pavements in Southern Africa (CAPSA), Suncity South Africa, 2015.
26
[27] F.W. Jung, D.F.E. Stolle, Nondestructive Testing with Falling Weight Deflectometer on Whole and Broken Asphalt Concrete Pavements, Transportation Research Board,(1377) (1992) 183-192.
27
[28] H. ziari, A.M. Afshar, Quick estimation of subgrade modulus with FWD measurement, in04: th Conference on Asphalt and Asphalt Mixes, University of Tehran,Tehran,IRAN, (2008).(In Persian)
28
ORIGINAL_ARTICLE
Feasibility Study of Coupled Hydraulic and Electrophoretic Injecting colloidal silica in silty sand
Electro kinetic approach is a conventional method to improve soil characteristics. Dewatering, heavy metal remediation as well as injection stabilizers such as sodium silicate, colloidal silica and ionic solutions, especially in clayey and silty soil, which are sensitive to high pressure methods, are applicable via electro kinetic way. As a green product stabilizer, colloidal silica a dispersion of nano silica particles in water medium phase has been widely investigated by researchers. To quantify the effect of various factors such as solution electrochemical properties and electro kinetic injection conditions on stabilized soil and pore fluid, a suitable apparatus is necessary for laboratory tests. The apparatus should facilitate control and management of hydraulic and electro kinetic conditions. So, the main objective of the paper is to study the electro kinetic injection synced with hydraulic one into loose sand via appropriate instrument. An appropriate device has been designed and constructed and validated by feasibility tests. The trend of current intensity was compatible with previous works as well as uniaxial shear strength and shear wave velocity increase of soil. In conclusion, built apparatus could be useful for future studies.
https://ceej.aut.ac.ir/article_2776_7f08239cc3f0838773eed7dc803b1678.pdf
2019-06-22
285
296
10.22060/ceej.2018.13408.5403
colloidal silica
ground improvement
passive stabilization
electrokinetic injection
Sand
M. A.
Nozari
mohammadaminnozari@gmail.com
1
Department of Geotechnical Engineering, Faculty of Engineering, Imam Khomeini International University, Qazvin, Iran
AUTHOR
Reza
Ziaie Moayed
reza_ziaie_moayed@yahoo.com
2
Department of Geotechnical Engineering, Faculty of Engineering, Imam Khomeini International University, Qazvin, Iran
LEAD_AUTHOR
[1] R. Lageman, Electroreclamation. Applications in the netherlands, Environmental science & technology, 27(13) (1993) 2648-2650.
1
[2] M.I. Esrig, Applications of electrokinetics in grouting, Journal of Soil Mechanics & Foundations Div, 92(SM5, Proc Paper 490) (1900).
2
[3] D.H. Gray, J.K. Mitchell, Fundamental aspects of electro-osmosis in soils, Journal of the Soil Mechanics and foundations Division, 93(6) (1967) 209-236.
3
[4] B.A. Chappell, P.L. Burton, Electro-osmosis applied to unstable embankment, Journal of the geotechnical engineering division, 101(8) (1975) 733-740.
4
[5] J. Mitchell, T. Wan, Electro-osmotic consolidation-its effects on soft soils, in: Proc., 9th Int. Conf. on Soil Mechanics and Foundation Engineering, 1977, pp. 219-224.
5
[6] D.G. Buckland, J. Shang, E. Mohamedelhassan, Electrokinetic sedimentation of contaminated Welland River sediment, Canadian geotechnical journal, 37(4) (2000) 735-747.
6
[7] Y.B. Acar, Electrokinetic soil processing (a review of the state of the art), in: Grouting, Soil Improvement and Geosynthetics, ASCE, 1992, pp. 1420-1432.
7
[8] C.J. Bruell, B.A. Segall, M.T. Walsh, Electroosomotic removal of gasoline hydrocarbons and TCE from clay, Journal of Environmental Engineering, 118(1) (1992) 68-83.
8
[9] G.R. Eykholt, D.E. Daniel, Impact of system chemistry on electroosmosis in contaminated soil, Journal of geotechnical engineering, 120(5) (1994) 797-815.
9
[10] A.P. Shapiro, R.F. Probstein, Removal of contaminants from saturated clay by electroosmosis, Environmental Science & Technology, 27(2) (1993) 283-291.
10
[11] A. Ugaz, S. Puppala, R. Gale, Y. Acar, ELECTROKINETIC SOIL PROCESSING COMPLICATING FEATURES OF ELECTROKINETIC REMEDIATION OF SOILS AND SLURRIES: SATURATION EFFECTS AND THE ROLE OF THE CATHODE ELECTROLYSIS, Chemical engineering communications, 129(1) (1994) 183-200.
11
[12] A.T. Yeung, C.-n. Hsu, R.M. Menon, EDTA-enhanced electrokinetic extraction of lead, Journal of Geotechnical Engineering, 122(8) (1996) 666-673.
12
[13] R. Youell, An electrolytic method for producing chlorite-like substances from montmorillonite, Clay Min. Bull, 4 (1960) 191-195.
13
[14] J. Feldkamp, G. Belhomme, Large-strain electrokinetic consolidation: theory and experiment in one dimension, Geotechnique, 40(4) (1990) 557-568.
14
[15] S. Ozkan, R. Gale, R. Seals, Electrokinetic stabilization of kaolinite by injection of Al and PO43− ions, Proceedings of the Institution of Civil Engineers-Ground Improvement, 3(4) (1999) 135-144.
15
[16] E. Mohamedelhassan, J. Shang, Electrokinetics-generated pore fluid and ionic transport in an offshore calcareous soil, Canadian Geotechnical Journal, 40(6) (2003) 1185-1199.
16
[17] N. Shariatmadari, A. Falamaki, A. Noorzad, Soil Improvement by Electrokinetic Injection, (2010).
17
[18] S. Thevanayagam, W. Jia, Electro-osmotic grouting for liquefaction mitigation in silty soils, in: Grouting and Ground Treatment, 2003, pp. 1507-1517.
18
[19] Y.B. Acar, A.N. Alshawabkeh, Principles of electrokinetic remediation, Environmental science & technology, 27(13) (1993) 2638-2647.
19
[20] Y.B. Acar, R.J. Gale, A.N. Alshawabkeh, R.E. Marks, S. Puppala, M. Bricka, R. Parker, Electrokinetic remediation: basics and technology status, Journal of hazardous materials, 40(2) (1995) 117-137.
20
[21] A.N. Alshawabkeh, R.M. Bricka, Heavy metals extraction by electric fields, in: Environmental restoration of metals-contaminated soils, CRC press LLC, 2001, pp. 167-186.
21
[22] S. Thevanayagam, W. Jia, Electro-osmotic grouting for liquefaction mitigation in silty soils, Geotechnical Special Publication, 2 (2003) 1507-1517.
22
[23] N. Mosavat, E. Oh, G. Chai, A review of electrokinetic treatment technique for improving the engineering characteristics of low permeable problematic soils, International journal of GEOMATE, 2(2) (2012) 266-272.
23
[24] S. Raafatnia, O.A. Hickey, C. Holm, Electrophoresis of a spherical polyelectrolyte-grafted colloid in monovalent salt solutions: comparison of molecular dynamics simulations with theory and numerical calculations, Macromolecules, 48(3) (2015) 775-787.
24
[25] I. Semenov, P. Papadopoulos, G. Stober, F. Kremer, Ionic concentration-and pH-dependent electrophoretic mobility as studied by single colloid electrophoresis, Journal of Physics: Condensed Matter, 22(49) (2010) 494109.
25
[26] T. Bolisetti, Experimental and numerical investigations of chemical grouting in heterogeneous porous media, (2005).
26
[27] T. Bolisetti, S. Reitsma, R. Balachandar, Experimental investigations of colloidal silica grouting in porous media, Journal of geotechnical and geoenvironmental engineering, 135(5) (2009) 697-700.
27
[28] C.T. Conlee, P.M. Gallagher, R.W. Boulanger, R. Kamai, Centrifuge modeling for liquefaction mitigation using colloidal silica stabilizer, Journal of Geotechnical and Geoenvironmental Engineering, 138(11) (2012) 1334-1345.
28
[29] P.M. Gallagher, C.T. Conlee, K.M. Rollins, Full-scale field testing of colloidal silica grouting for mitigation of liquefaction risk, Journal of Geotechnical and Geoenvironmental Engineering, 133(2) (2007) 186-196.
29
[30] P.M. Gallagher, S. Finsterle, Physical and numerical model of colloidal silica injection for passive site stabilization, Vadose Zone Journal, 3(3) (2004) 917-925.
30
[31] P.M. Gallagher, Y. Lin, Colloidal silica transport through liquefiable porous media, Journal of geotechnical and geoenvironmental engineering, 135(11) (2009) 1702-1712.
31
[32] H.E. Bergna, W.O. Roberts, Colloidal silica: fundamentals and applications, CRC Press, 2005.
32
[33] J.H. Masliyah, S. Bhattacharjee, Electrokinetic and colloid transport phenomena, John Wiley & Sons, 2006.
33
[34] A.T. Yeung, T.B. Scott, S. Gopinath, R.M. Menon, C.-n. Hsu, Design, fabrication, and assembly of an apparatus for electrokinetic remediation studies, (1997).
34
[35] R. Ladd, Preparing test specimens using undercompaction, (1978).
35
ORIGINAL_ARTICLE
The analysis on distribution of NOX pollutant concentration from exhaust flues in Shahid Montazeri Power Plant at Isfahan using combined WRF-CALPUFF model
by means of correlation of Weather Research and Forecasting (WRF) numerical model with air pollution dispersion model (CALPUFF) in this study, distribution of NOX air pollutant concentration from exhaust flues of Montazeri Power Plant at Isfahan was simulated in two intervals of 20 days during cold and warm seasons in 2014 and then the potential of the model was assessed in data simulation using statistical analysis. The results of statistical parameters used in this investigation, suggest good potential of California Meteorological (CALMET) model in simulation of 3-D meteorological field needed for CALPUFF model. Similarly, the results of statistical parameters indicate good agreement between simulated data by CALPUFF model and observed concentration data in pollution surveying stations so that the value of R-index for NO2 is placed within range (0.706-0.932) in cold year interval and in (0.567-0.804) during warm year interval. This shows high correlation between the observed data and simulated data. The value of FB index for NO2 is placed within ranges of (0.051-0.285) and (0.040-0.370) in cold and warm year intervals, respectively. The results of FB index indicate that the model given for the results of concentration of pollutants has generally forecast it below the actual level. Overall, the results of statistical assessments show good performance of CALPUFF model in forecasting of concentration for the given pollutants.
https://ceej.aut.ac.ir/article_2831_9f4890340e76da973c59c61390002fda.pdf
2019-06-22
297
314
10.22060/ceej.2018.13434.5408
Air quality modeling
CALPUFF dispersion models
Weather Research and Forecasting (WRF)
statistical analysis
Y.
Rashidi
y_rashidi@sbu.ac.ir
1
Environmental Sciences Research Institute, Shahid Beheshti University, Tehran, Iran
LEAD_AUTHOR
M.
Rahimian
mohsen.rahimian@outlook.com
2
Faculty of Civil, Water and Environmental Engineering, Shahid Beheshti University, Tehran, Iran
AUTHOR
A.
RashidiMehrabad
a_rashidi@sbu.ac.ir
3
Faculty of Civil, Water and Environmental Engineering, Shahid Beheshti University, Tehran, Iran
AUTHOR
[1] M.J. Molina, L.T. Molina, Megacities and atmospheric pollution, Journal of the Air & Waste Management Association, 54(6) (2004) 644-680.
1
[2] S. Sakulniyomporn, K. Kubaha, C. Chullabodhi, Estimating the health damage costs of electricity generation in Thailand, in: Energy and Sustainable Development: Issues and Strategies (ESD), 2010 Proceedings of the International Conference on, IEEE, 2010, pp. 1-9.
2
[3] S. Nazari, O. Shahhoseini, A. Sohrabi-Kashani, S. Davari, H. Sahabi, A. Rezaeian, SO2 pollution of heavy oil-fired steam power plants in Iran, Energy policy, 43 (2012) 456-465.
3
[4] Statistical Report on 49 Years of Activities of Iran Electric Power Industry (1967-2015), Tavanir Holding Company, Iran, 2016.
4
[5] M. Lopez, M. Zuk, V. Garibay, G. Tzintzun, R. Iniestra, A. Fernandez, Health impacts from power plant emissions in Mexico, Atmospheric environment, 39(7) (2005) 1199-1209.
5
[6] J. Hao, L. Wang, M. Shen, L. Li, J. Hu, Air quality impacts of power plant emissions in Beijing, Environmental Pollution, 147(2) (2007) 401-408.
6
[7] L. Cox, R. Blaszczak, Nitrogen oxides (NOx) why and how they are controlled, DIANE Publishing, 1999.
7
[8] H. Yu, A.L. Stuart, Spatiotemporal distributions of ambient oxides of nitrogen, with implications for exposure inequality and urban design, Journal of the Air & Waste Management Association, 63(8) (2013) 943-955.
8
[9] S. Abdul-Wahab, A. Sappurd, A. Al-Damkhi, Application of California Puff (CALPUFF) model: a case study for Oman, Clean Technologies and Environmental Policy, 13(1) (2011) 177-189.
9
[10] B. Chowdhury, P.K. Karamchandani, R.I. Sykes, D.S. Henn, E. Knipping, Reactive puff model SCICHEM: Model enhancements and performance studies, Atmospheric Environment, 117 (2015) 242-258.
10
[11] N.S. Holmes, L. Morawska, A review of dispersion modelling and its application to the dispersion of particles: an overview of different dispersion models available, Atmospheric environment, 40(30) (2006) 5902-5928.
11
[12] S. Li, S. Xie, Spatial distribution and source analysis of SO2 concentration in Urumqi, International Journal of Hydrogen Energy, 41(35) (2016) 15899-15908.
12
[13] S.A. Abdul-Wahab, S.O. Fadlallah, A study of the effects of vehicle emissions on the atmosphere of Sultan Qaboos University in Oman, Atmospheric environment, 98 (2014) 158-167.
13
[14] D. Yang, G. Chen, R. Zhang, Estimated Public Health Exposure to H2S Emissions from a Sour Gas Well Blowout in Kaixian County, China, Aerosol and Air Quality Research, 6(4) (2006) 430-443.
14
[15] D.L. MacIntosh, J.H. Stewart, T.A. Myatt, J.E. Sabato, G.C. Flowers, K.W. Brown, D.J. Hlinka, D.A. Sullivan, Use of CALPUFF for exposure assessment in a near-field, complex terrain setting, Atmospheric Environment, 44(2) (2010) 262-270.
15
[16] H. Tian, P. Qiu, K. Cheng, J. Gao, L. Lu, K. Liu, X. Liu, Current status and future trends of SO2 and NOx pollution during the 12th FYP period in Guiyang city of China, Atmospheric Environment, 69 (2013) 273-280.
16
[17] K. Ghannam, M. El-Fadel, Emissions characterization and regulatory compliance at an industrial complex: an integrated MM5/CALPUFF approach, Atmospheric Environment, 69 (2013) 156-169.
17
[18] S.A. Abdul-Wahab, K. Chan, A. Elkamel, L. Ahmadi, Effects of meteorological conditions on the concentration and dispersion of an accidental release of H2S in Canada, Atmospheric Environment, 82 (2014) 316-326.
18
[19] K. Prueksakorn, T.-H. Kim, C. Vongmahadlek, Applications of WRF/CALPUFF modeling system and multi-monitoring methods to investigate the effect of seasonal variations on odor dispersion: a case study of Changwon City, South Korea, Air Quality, Atmosphere & Health, 7(1) (2014) 13-27.
19
[20] P. Holnicki, A. Kałuszko, W. Trapp, An urban scale application and validation of the CALPUFF model, Atmospheric Pollution Research, 7(3) (2016) 393-402.
20
[21] S. Abdul-Wahab, G. Al-Rawas, S. Ali, S. Fadlallah, H. Al-Dhamri, Atmospheric dispersion modeling of CO2 emissions from a cement plant’s sources, Clean Technologies and Environmental Policy, 19(6) (2017) 1621-1638.
21
[22] J.S. Scire, D.G. Strimaitis, R.J. Yamartino, A user’s guide for the CALPUFF dispersion model, Earth Tech, Inc. Concord, MA, (2000).
22
[23] J.S. Scire, D.G. Strimaitis, F.R. Robe, Evaluation of enhancements to the CALPUFF model for offshore and coastal applications, Federal Register, (2003).
23
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[25] A.D. Visscher, CALPUFF AND CALMET, in: Air Dispersion Modeling, John Wiley & Sons, Inc, 2013, pp. 514-541.
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[26] W. Pfender, R. Graw, W. Bradley, M. Carney, L. Maxwell, Use of a complex air pollution model to estimate dispersal and deposition of grass stem rust urediniospores at landscape scale, Agricultural and forest meteorology, 139(1-2) (2006) 138-153.
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[27] A. Hernández-Garces, J.A. Souto, Á. Rodríguez, S. Saavedra, J.J. Casares, Validation of CALMET/CALPUFF models simulations around a large power plant stack, Física de la Tierra, 27 (2015) 35.
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[28] T.G. Farr, P.A. Rosen, E. Caro, R. Crippen, R. Duren, S. Hensley, M. Kobrick, M. Paller, E. Rodriguez, L. Roth, The shuttle radar topography mission, Reviews of geophysics, 45(2) (2007).
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[31] E.J. Mlawer, S.J. Taubman, P.D. Brown, M.J. Iacono, S.A. Clough, Radiative transfer for inhomogeneous atmospheres: RRTM, a validated correlated‐k model for the longwave, Journal of Geophysical Research: Atmospheres, 102(D14) (1997) 16663-16682.
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[34] Z.I. Janjić, The step-mountain eta coordinate model: Further developments of the convection, viscous sublayer, and turbulence closure schemes, Monthly Weather Review, 122(5) (1994) 927-945.
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[35] J.S. Kain, The Kain–Fritsch convective parameterization: an update, Journal of Applied Meteorology, 43(1) (2004) 170-181.
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[36] F. Jafarigol, F. Atabi, M. Momeni, The Survey of NOX Distribution Using Dispersion Models AERMOD and CALPUFF at a Gas Refinery, Journal of Environmental Health Engineering, 3(3) (2016) 193-205.
36
[37] J.S. Scire, Z.-X. Wu, D.G. Strimaitis, Implementation and Evaluation of ISORROPIA in CALPUFF, (2013).
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[38] J.S. Irwin, Interagency workgroup on air quality modeling (IWAQM) phase 2 summary report and recommendations for modeling longrange transport impacts, DIANE Publishing, 1998.
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[39] A.Q. Branch, Reassessment of the Interagency Workgroup on Air Quality Modeling (IWAQM) Phase 2 Summary Report: Revisions to Phase 2 Recommendations, (2009).
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[40] J. Chang, S. Hanna, Air quality model performance evaluation, Meteorology and Atmospheric Physics, 87(1) (2004) 167-196.
40
[41] H.D. Lee, J.W. Yoo, M.K. Kang, J.S. Kang, J.H. Jung, K.J. Oh, Evaluation of concentrations and source contribution of PM10 and SO2 emitted from industrial complexes in Ulsan, Korea: Interfacing of the WRF–CALPUFF modeling tools, Atmospheric Pollution Research, 5(4) (2014) 664-676.
41
[42] K. Seangkiatiyuth, V. Surapipith, K. Tantrakarnapa, A.W. Lothongkum, Application of the AERMOD modeling system for environmental impact assessment of NO2 emissions from a cement complex, Journal of Environmental Sciences, 23(6) (2011) 931-940.
42
[43] S. Sillman, Tropospheric ozone and photochemical smog, Treatise on Geochemistry, 9 (2003) 612.
43
[44] J. Ma, H. Yi, X. Tang, Y. Zhang, Y. Xiang, L. Pu, Application of AERMOD on near future air quality simulation under the latest national emission control policy of China: A case study on an industrial city, Journal of Environmental Sciences, 25(8) (2013) 1608-1617.
44
[45] B. Zou, J.G. Wilson, F.B. Zhan, Y. Zeng, K. Wu, Spatial-temporal variations in regional ambient sulfur dioxide concentration and source-contribution analysis: A dispersion modeling approach, Atmospheric environment, 45(28) (2011) 4977-4985.
45
ORIGINAL_ARTICLE
Influence of Interaction between Tunnel Boring Machine and Ground on Thrust Force and Penetration Rates- Case study: Karaj-Tehran Water Conveyance Tunnel (Lot-2)
In mechanized tunneling with Tunnel Boring Machine (TBM), some parameters such as thrust force and penetration rate have an important role and they can be recorded and compared with values achieving from theoretical models. Karaj-Tehran water conveyance tunnel has been bored by hard rock TBM machine to supply the water for Tehran capital. This project is finished by two parts called Lot1 and Lot2. After investigating the tunnel face of each section in Lot2, ground characteristics and Geological Strength Index (GSI) were recorded respectively. After that, Uniaxial Compressive Strength (UCS) and Cerchar Abrasiveness Index (CAI) are measured by testing on rock samples. The boring thrust force of TBM was calculated by using above mentioned data and by using other common and applicable models. Beside, achieved data from TBM specially thrust force and penetration rate had been recorded at the same time. A comparison of measured and calculated thrust force by using TBM data showed that it is possible to analyze the differences between them at each section of tunnel. For this, some parameters such as database selection, sampling and tunnel face control have an important role on analysis. At the end, CSM model and tunnel face data are selected to evaluate the thrust force and their results are presented to describe the eight classes of rock mass.
https://ceej.aut.ac.ir/article_2803_72c24fedf5fa4c5c7b9ff145f34a1f0d.pdf
2019-06-22
315
326
10.22060/ceej.2018.13477.5418
Geological Strength Index(GSI)
Cerchar Abrasiveness Index(CAI)
Tunneling Boring Machine(TBM)
Thrust force
Penetration Rate
M.
Gholami
mohsengh230@gmail.com
1
Engineering Geology, Faculty of Science, Isfahan University, Isfahan, Iran
AUTHOR
R.
Ajalloeian
gholami.msn@gmail.com
2
Engineering Geology, Faculty of Science, Isfahan University, Isfahan, Iran
LEAD_AUTHOR
[1] M. Entacher, G. Winter, T. Bumberger, K. Decker, I. Godor, R. Galler, Cutter force measurement on tunnel boring machines – System design, Tunnelling and Underground Space Technology, 31 (2012): 97-106.
1
[2] M. Entacher, G. Winter, R. Galler, Cutter force measurement on tunnel boring machines – Implementation at Koralm tunnel, Tunnelling and Underground Space Technology, 38 (2013): 487-496.
2
[3] U. Ates, N. Bilgin, H. Copur, Estimating torque, thrust and other design parameters of different type TBMs with some criticism to TBMs used in Turkish tunneling projects, Tunnelling and Underground Space Technology, 40 (2014): 46-63.
3
[4] Q. Geng, Z. Wei, H. Meng, An experimental research on the rock cutting process of the gage cutters for rock tunnel boring machine (TBM), 2016.
4
[5] Q.-M. Gong, J. Zhao, Y.-Y. Jiao, Numerical modeling of the effects of joint orientation on rock fragmentation by TBM cutters, Tunnelling and Underground Space Technology, 20(2) (2005): 183-191.
5
[6] Q.M. Gong, Y.Y. Jiao, J. Zhao, Numerical modelling of the effects of joint spacing on rock fragmentation by TBM cutters, Tunnelling and Underground Space Technology, 21(1) (2006): 46-55.
6
[7] N. Barton, TBM tunnelling in jointed and faulted rock, Balkema, Rotterdam; Brookfield, VT, 2000.
7
[8] S. Cheema, Development of a rock mass boreability index for the performance of tunnel boring machines, 1999.
8
[9] B.A. Eftekhari M., Bagherpour R., The Effect Of Operational Parameters On Penetration Rate Of A Tbm Using Artificial Neural Networks- A Case Study: Zagros Tunnel, Tunneling & Underground Space Engineering, 1(1) (2013) :29-98.
9
[10] J. Rostami, Study of pressure distribution within the crushed zone in the contact area between rock and disc cutters, International Journal of Rock Mechanics and Mining Sciences, 57 (2013): 172-186.
10
[11] F.F. Roxborough, H.R. Phillips, Rock excavation by disc cutter, International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts, 12(12) (1975): 361-366.
11
[12] D. Festa, W. Broere, J.W. Bosch, An investigation into the forces acting on a TBM during driving – Mining the TBM logged data, Tunnelling and Underground Space Technology, 32 (2012): 143-157.
12
[13] SCC, "Geometric Map of Amirkabir Water Conveyance Tunnel Project," Sahel Consulting Company, Tehran, 2011 (in Persian).
13
[14] SCC, "Geology Report and Asbuilt Maps of Amirkabir Water Conveyance Tunnel Project," Sahel Consulting Company, Tehran, 2011-2013 (in Persian).
14
[15] J.A. Franklin, Suggested method for determining point load strength, International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts, 22(2) (1985): 51-60.
15
[16] E. Japan Society of Civil, Standard specifications for tunneling, 2006, Tunnel Engineering Committee, Tokyo, 2007.
16
[17] N. Bilgin, H. Copur, C. Balci, D. Tumac, M. Akgul, A. Yuksel, The selection of a TBM using full scale laboratory tests and comparison of measured and predicted performance values in Istanbul Kozyatagi-Kadikoy metro tunnels, 2019.
17
[18] C. T. Carranza-Torres, B. Corkum, E. Hoek, C. Carranza-Torres, Hoek-Brown failure criterion - 2002 Edition, 2002.
18
[19] W. Wittke, R. Druffel, C. Erichsen, J. Gattermann, J. Kiehl, D. Schmitt, M. Tegelkamp, M. Wittke, P. Wittke-Gattermann, B. Wittke-Schmitt, Stability Analysis and Design for Mechanized Tunneling, Aachen: WBI GmbH, WBI GmbH, Aachen, 2006.
19
ORIGINAL_ARTICLE
Experimental Study on suspended sediment deposition process in Karkheh dam reservoir
One of the most essential works for sediment management in dam reservoirs is to identify the characteristics and effective parameters of deposition of sediments in the dam reservoir. In this research, the sedimentation process of fine sediments deposited into Karkheh dam reservoir was investigated in order to determine the required hydraulic conditions for desilting of the reservoir. Experiments were carried out in an annular flume located in Hydraulic Laboratory of Shahrekord University and sediment samples were taken from reservoir of Karkheh dam. Experiments were done at initial concentrations of 5, 10 and 20 g/l, and various shear stresses to determine the threshold shear stress for partial deposition and full deposition of suspended sediments. The obtained results showed that the shear stress of the initiation of sediment deposition was 0.1 N/m2. It was also found that when the flow velocity to be exceed up to 0.61 m/s, the sediments would be completely remained in term of suspension. Under these conditions, the shear stress and Froude number were obtained as 2.55 N/m2 and 0.43, respectively. Also, the results showed that in higher sediment concentrations, increasing of shear stress is more effective in the sediment deposition rate.
https://ceej.aut.ac.ir/article_2941_c0919d17a87de6bf156b2ae17ac09f57.pdf
2019-06-22
327
340
10.22060/ceej.2018.13490.5420
Critical shear stress
sediment deposition rate
Sedimentation
Karkheh Dam
M.
Khastar- Boroujeni
khastar1365@yahoo.com
1
Water Engineering Department, Ferdowsi University of Mashhad, Mashhad, Iran.
AUTHOR
H.
Samadi-Boroujeni
samadi153@yahoo.com
2
Water Engineering Department, Water Resources Research Center, Shahrekord University, Shahrekord, Iran.
LEAD_AUTHOR
R.
Fattahi-Nafchi
fatahi2@gmail.com
3
Water Engineering Department, Water Resources Research Center, Shahrekord University, Shahrekord, Iran.
AUTHOR
M.
Ghasemi
ghasemi_m5@yahoo.com
4
Water Engineering Department, Water Resources Research Center, Shahrekord University, Shahrekord, Iran
AUTHOR
ََA.
Naghshbandi
arezoo_naghshbandi@yahoo.com
5
Water Engineering Department, Water Resources Research Center, Shahrekord University, Shahrekord, Iran
AUTHOR
M.
Heidari
wrrc.sku@gmail.com
6
Khuzestan Water and Power Authority, Khuzestan, Iran
AUTHOR
[1] 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.
1
[2] 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.
2
[3] F. MAGGI, Flocculation dynamics of cohesive sediment, Technische Universiteit Delft, Communications on Hydraulic and Geotechnical Engineering, 2005.
3
[4] B.G. Krishnappan, COHESIVE SEDIMENT TRANSPORT STUDIES USING A ROTATING CIRCULAR FLUME, in: 7th Int. Conf. on Hydroscience and Engineering (ICHE), Philadelphia,USA, 2006, pp. 15.
4
[5] B.G. Krishnappan, P. Engel, Distribution of Bed Shear Stress in Rotating Circular Flume, JOURNAL OF HYDRAULIC ENGINEERING, 130(4) (2004) 8.
5
[6] 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).
6
[7] 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.
7
[8] A.J. Mehta, E. Partheniades, Depositional Behavior of Cohesive Sediments, Univ. of Florida, Gainesville, Florida, 1973.
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] 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) 5.
10
[11] M. Khastar-Boroujeni, K. Esmaili, H. Samadi-Boroujeni, A. Ziaei, Wastewater Effect on the Deposition of Cohesive Sediment, Journal of Environmental Engineering, ASCE, (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 and dranage network management, Sh Chamran University,2006.
12
[13] A. Mehta, E. Partheniades, J.G. Dixit, W.H. McAnally., Properties of deposited kaolinite in a long flume, in: Research to Hydrodynamic Practice, ASCE Hydraulics Division Conference, 1982, pp. 594-603.
13
[14] J.C. Winterwerp, on the sedimentation rate of cohesive sediment, Estuarine and Coastal Fine Sediments Dynamics. (2007) 18.
14
[15] E. Partheniades, J.F. Kennedy, R.J. Etter, R.P. Hoyer, Inves tigations of the Depositional Behavior of Fine Cohesive Sediments in an Annular Rotating Channel, MIT Cambridge Massachusetts., 1966.
15
[16] C. Cofalla, S. Roger, M. Brinkmann, S. Hudjetz, H. Hollert, H. Schüttrumpf1, Floodsearch- hydrtoxic investigations of contaminated sediments in an annular flum, in: PIANC MMX Congress, Liverpool 2010, pp. 14.
16
[17] Y.L. LAU, I.G. DROPPO, INFLUENCE OF ANTECEDENT CONDITIONS ON CRITICAL SHEAR STRESS OF BED SEDIMENTS, Water Resource, 34(2) (2000) 5.
17
[18] D. Cloutier, N.M. LeCouturier, C.L. Amos, P.R. Hill, The effects of suspended sediment concentration on turbulence in an annular flume, Aquatic Ecology, 40 (2006) 11.
18
[19] K. Haralampides, J.A. McCorquodale, B.G. Krishnappan, Deposition Properties of Fine Sediment, JOURNAL OF HYDRAULIC ENGINEERING, ASCE, 129(3) (2003) 5.
19
[20] E. Partheniades, J.F. Kennedy, R.J. Etter, R.P. Hoyer, Investigations of the Depositional Behavior of Fine Cohesive Sediments in an Annular Rotating Channel, 1966.
20
[21] Y.P. Sheng, Consideration of Flow in Rotating Annuli for Sediment Erosion and Deposition Studies, Coastal Research, S15 (1988) 10.
21
[22] M.K. Fukuda, W. Lick, The Entrainment of Cohesive Sediments in Fresh Water, Geophysical Research, 85(C5) (1980) 11.
22
[23] J. porhemaat, R. Porhemat, Regional Analaysis and Investigation of Base Discharge of Karstic Basin (case Study of Karkhe Basin), in: Fourth Iranian Water Resources Management, Tehran University of Technology Amirkabir, 2011.
23
[24] M. Khastar-Borujeni Boroujrni, H.S. Borujeni, Hydraulic flow characteristics in rotating flume using the Acoustic Doppler Velocimeter (ADV), Journal of Hydroulic, 7(2) (2013) 9.
24
[25] M. Khastar-Borujeni, Experimental Study on the effect of waste water in flocculation of suspended cohesive sediments in water channels, Ferdowsi of Mashhad, 2012.
25
[26] M.G. Skafel, B.G. Krishnappan, a Laboratory investing of depositional characteristics of mud from an Inland Harbour using a rotating circular flume, . Water, Air, and Soil Pollution, 112 (1999) 19.
26
[27] E. Partheniades, Cohesive Sediments in Open Channels, Elsevier Inc,Burligton, USA, 2009.
27
ORIGINAL_ARTICLE
Evaluate the effects of heavy metal contamination on settlement properties of sandy clay
Preventing the penetration of leachate of landfill which contains heavy metal into the soil and aquifer layer is one of the most critical issues in the world. High capacity of Clay minerals to exchange cations with other metal onions, made it natural absorbent material. Previous studies show that interaction of clay and metal contaminations leads to variation of surface and micro-structure properties of clay which will results in the changing of geotechnical properties of clay. The aim of this study is to evaluate the settlement properties of sandy-clay kaolinite in the presence of heavy metal. Therefore after preparing samples some laboratory tests such as XRD, settling, absorbent, one dimensional consolidation and liquid limit determination done on the samples in the presence of lead and zinc. The results of XRD and settling show that the presence of lead and zinc change the structure of soil from disperse to flocculation. This phenomenon would intensify with the increase in contamination concentration. The change in structure of clay lead to decrease in void ratio and settlement properties. In addition the result of experiments show that, by increasing the concentration of lead heavy metal from 0 to 25 cmol/kg.soil the initial void ratio of sand-kaolinite with the ratio of 10, 25 and 40 would reduced 0.17, 0.20 and 0.25 respectively. Also this reduction for similar samples in the presence of zinc is 0.13, 0.16 and 0.18 respectively.
https://ceej.aut.ac.ir/article_2824_acd3cc260e90a53231181052fd3eb71c.pdf
2019-06-22
341
350
10.22060/ceej.2018.13499.5425
Sandy clay
heavy metal contanation
consolidation properties
liquid limit
XRD
Alireza
Negahdar
negahdar@uma.ac.ir
1
رییس مرکز همایش های علمی و کارگاههای تخصصی دانشگاه
LEAD_AUTHOR
Minoo
NikGhalbPour
nikghalbpour@uma.ac.ir
2
Student/Technical Faculty/Mohagheghe Ardabili university/Ardabil/Iran
AUTHOR
Mohammadreza
Shabanian
mohamadreza.shabanian@yahoo.com
3
Student/Technical Faculty/Mohagheghe Ardabili university/Ardabil/Iran
AUTHOR
Narmin
Ghadimi
narminghadimi@gmail.com
4
Technical faculty/Mohagheghe Ardabili university/Ardabil/Iran
AUTHOR
[1] M. Entacher, G. Winter, T. Bumberger, K. Decker, I. Godor, R. Galler, Cutter force measurement on tunnel boring machines – System design, Tunnelling and Underground Space Technology, 31 (2012): 97-106.
1
[2] M. Entacher, G. Winter, R. Galler, Cutter force measurement on tunnel boring machines – Implementation at Koralm tunnel, Tunnelling and Underground Space Technology, 38 (2013): 487-496.
2
[3] U. Ates, N. Bilgin, H. Copur, Estimating torque, thrust and other design parameters of different type TBMs with some criticism to TBMs used in Turkish tunneling projects, Tunnelling and Underground Space Technology, 40 (2014): 46-63.
3
[4] Q. Geng, Z. Wei, H. Meng, An experimental research on the rock cutting process of the gage cutters for rock tunnel boring machine (TBM), 2016.
4
[5] Q.-M. Gong, J. Zhao, Y.-Y. Jiao, Numerical modeling of the effects of joint orientation on rock fragmentation by TBM cutters, Tunnelling and Underground Space Technology, 20(2) (2005): 183-191.
5
[6] Q.M. Gong, Y.Y. Jiao, J. Zhao, Numerical modelling of the effects of joint spacing on rock fragmentation by TBM cutters, Tunnelling and Underground Space Technology, 21(1) (2006): 46-55.
6
[7] N. Barton, TBM tunnelling in jointed and faulted rock, Balkema, Rotterdam; Brookfield, VT, 2000.
7
[8] S. Cheema, Development of a rock mass boreability index for the performance of tunnel boring machines, 1999.
8
[9] B.A. Eftekhari M., Bagherpour R., The Effect Of Operational Parameters On Penetration Rate Of A Tbm Using Artificial Neural Networks- A Case Study: Zagros Tunnel, Tunneling & Underground Space Engineering, 1(1) (2013) :29-98.
9
[10] J. Rostami, Study of pressure distribution within the crushed zone in the contact area between rock and disc cutters, International Journal of Rock Mechanics and Mining Sciences, .681-271 :)3102( 75
10
[11] F.F. Roxborough, H.R. Phillips, Rock excavation by disc cutter, International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts, 12(12) (1975): 361-366.
11
[12] D. Festa, W. Broere, J.W. Bosch, An investigation into the forces acting on a TBM during driving – Mining the TBM logged data, Tunnelling and Underground Space Technology, 32 (2012): 143-157.
12
[13] SCC, "Geometric Map of Amirkabir Water Conveyance Tunnel Project," Sahel Consulting Company, Tehran, 2011 (in Persian).
13
[14] SCC, "Geology Report and Asbuilt Maps of Amirkabir Water Conveyance Tunnel Project," Sahel Consulting Company, Tehran, 2011-2013 (in Persian).
14
[15] J.A. Franklin, Suggested method for determining point load strength, International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts, 22(2) (1985): 51-60.
15
[16] E. Japan Society of Civil, Standard specifications for tunneling, 2006, Tunnel Engineering Committee, Tokyo, 2007.
16
[17] N. Bilgin, H. Copur, C. Balci, D. Tumac, M. Akgul, A. Yuksel, The selection of a TBM using full scale laboratory tests and comparison of measured and predicted performance values in Istanbul Kozyatagi-Kadikoy metro tunnels, 2019.
17
[18] C. T. Carranza-Torres, B. Corkum, E. Hoek, C. CarranzaTorres, Hoek-Brown failure criterion - 2002 Edition, 2002.
18
[19] W. Wittke, R. Druffel, C. Erichsen, J. Gattermann, J. Kiehl, D. Schmitt, M. Tegelkamp, M. Wittke, P. Wittke-Gattermann, B. Wittke-Schmitt, Stability Analysis and Design for Mechanized Tunneling, Aachen: WBI GmbH, WBI GmbH, Aachen, 2006.
19
ORIGINAL_ARTICLE
Investigating the Consolidation and Shear Strength Behavior of Clay Soils Contaminated with Municipal Solid waste leachate
In this research, the effect of leachate on the shear strength parameters of fine soils was investigated in the laboratory conducting 14 consolidation, 42 large-scale direct shear test and SEM photography. Consolidation and shear tests conducted on specimens contaminated with different percentages of leachate ranging from 5% to 20% in short-term after 96 hours of contamination and long-term after 180 days of contamination. The results of these tests indicated that leachate contamination reduced the shear strength and compression index of clay. The peak shear strength of contaminated specimens achieved in lower deformations when compared to intact specimens. In the soil of CH and CL, with the increasing the leachate content up to 20% reduced the shear strength by about 30% in the short-term and by about 40% in the Long-term compared to intact specimens. In the soil of CH, with the increasing the leachate content up to 20%, reduced the compression index of soil by about 45% in compared to intact specimens. Results of this study showed that with the increasing the leachate content up to 20%, the peak shear strength of contaminated specimens achieved in lower deformations (36% lower deformations for CH and 32% lower deformations for CL) when compared to intact specimens.
https://ceej.aut.ac.ir/article_2903_b75b216c6b5852155027b162562e6077.pdf
2019-06-22
351
366
10.22060/ceej.2018.13528.5429
Consolidation
Shear Clay
Municipal solid waste
Leachate
A.
Ouria
aouria@uma.ac.ir
1
Civil Engineering Department, University of Mohaghegh Ardabili, Ardabil, Iran
LEAD_AUTHOR
A.
Farsijani
afarsijani@ymail.com
2
Civil Engineering Department, University of Mohaghegh Ardabili, Ardabil, Iran
AUTHOR
[1] Foreman, D.E., Daniel D.E. “Permeation of compacted clay with organic chemicals”. Journal of Geotechnical Engineering, ASCE Vol.112(7),pp. 669-681,1986
1
[2] Gidigasu, M.D. “Laterite Soil Engineering Pedogenesis and Engineering Principles”. Elsevier Scientific Pub. Amsterdam, 1976.
2
[3] Gnanapragasam, N., Lewis, B.G., Finno, R.J. “Microstructural changes in sand-bentonite soils when exposed to aniline”. Journal of Geotechnical Engineering, ASCE, Vol. 121(7), pp. 119-125, 1995.
3
[4] Kamon, M., Ying, C., Katsumi, T. “Effect of acid rain on lime and cement stabilized soils.” Japanese Geotechnical Society, Vol. 36(4), pp. 91-96. , 1996.
4
[5] Khan, A.K, Pise, P.J. “Effect of liquid wastes on the physico chemical properties of lateritic soils”. Proceedings of Indian Geotechnical Conference, December 1994, Warangal, pp.189-194,1994.
5
[6] Dutta, J., Mishra., A.K “ Consolidation behaviour of bentonites in the presence of salt solutions”. Elsiver. Applied Clay Science. 120.,pp 61-69. Volume 3, Issue 7. 2016.
6
[7] Sitaram Nayak., B. M. Sunil., S. Shrihari P. V., Sivapullaiah. “ Interactions Between Soils and Laboratory Simulated Electrolyte Solution”. Springer. Geotech Geol Eng. 28.pp:899-906.2010.
7
[8] V.R. Ohadi .,Amiri, M, Geo-Environmental Behaviour of nanoclay in interaction wuth Heavy Metals Contaminant, Amirkabir Journal of Civil Engineering, 42(3) (1389) (in Persia).
8
[9] Sunil, B.M., Shrihari, S., Nayak, S. “Shear strength characteristics and chemical characteristics of Leachate contaminated lateritic soils”. A Journal Engineering Geology, Vol. 106, pp 20 - 25, 2009.
9
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28
ORIGINAL_ARTICLE
DETERMINATION OF CHLORIDE DIFFUSION COEFFICIENT IN CARBONATED CONCRETE CONTAINING SILICA-FUME
The deterioration of concrete structures is a non-linear and complex phenomenon which is caused by different phenomena. Carbonation is known as one of the major reasons of concrete deterioration. Carbonation has two different effects on concrete structures. Carbonation may have a positive effect against corrosive materials because of its effect in reducing the concrete porosity by changing calcium hydroxide to calcium carbonate. On the other hand, carbonation may have a major role in improving corrosion by reducing the pH of concrete and omitting of passive layer. Although literatures on carbonation have been vast, there are so few studies in carbonation of concrete containing silica fume. In this research the effect of carbonation in reducing of the porosity of concretes containing silica fume was studied. For this reason, concrete specimens with different water to binder ratios (w/c = 0, 0.35 and 0.5) and silica fume percentage (S.F = 0%, 5% and 10%) were made and carbonated in different ages (28 and 90 days). The porosity of carbonated concretes compared with control specimens by different experiments. Finally, a mathematical model for concrete porosity reduction under carbonation phenomena was developed based on experimental results.
https://ceej.aut.ac.ir/article_2868_bda85800051e15b57f8377cf8b417f96.pdf
2019-06-22
367
376
10.22060/ceej.2018.13497.5436
CARBONATION
CHLORIDE DIFFUSION COEFFICIENT
Concrete
POROSITY
Silica fume
ALI
DELNAVAZ
a.delnavaz@qiau.ac.ir
1
CIVIL ENGINEERING DEP., QAZVIN BRANCH, ISLAMIC AZAD UNIVERSITY, QAZVIN, IRAN
LEAD_AUTHOR
ALI AKBAR
RAMEZANIANPOUR
araamce@aut.ac.ir
2
CIVIL ENG. DEP., AMIR KABIR UNIVERSITY OF TECH. TEHRAN, IRAN
AUTHOR
[1] Sang-Hwa Jung, Young-Jun Choi, Bong-Chun Lee, Influence of carbonation on the chloride diffusion in concrete, construction material research center, Korea institute of construction materials, 1465-4, PP. 1191-1196.
1
[2] David Conciatori, Francine Laferrier, Eugen Bruhwiler, 2010, Comprehensive modeling of chloride ion and water ingress into concrete considering thermal and carbonation state for real climate, Cement and Concrete Research 40, 109-118.
2
[3] C.C.Page, O.Vennesland (1983) "Effect of Carbonation on Chloride Binding" Materials and Constructions, Vol. 16, No. 19
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[4] A.Suryavanshi, R.Swamy (1996) "Stability of Friedels Salt in Carbonated Concrete Structural Elements" Cement And Concrete Research, Vol.26, No.5, pp.729-741
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[5] K.Maekawa, T.Ishida (2002) “Service Life Evaluation of Reinforced Concrete Under Coupled Forces and Environmental Actions” Proceedings of the JCI, Vol.20, No2, pp.691-696
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[6] K.Maekawa, T.Ishida (2003)”Multi-Scale Modeling of Concrete Performance Integrated Material and Structural Mechanics” Journal of Advanced Concrete Technology, Vol.1 pp.91-126
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[7] K.Maekawa, T.Ishida (2004)”Theoretical Identified Strong Coupling of Carbonation Rate and Thermodynamic Moisture States in Microspores of Concrete” Journal of Advanced Concrete Technology, Vol.2 pp.213-222
7
[8] M.Lin, M.Liang (2003) “Modeling of Transport of Multiple Chemicals in Concrete Structures: Synergetic Effect Study” Cement and Concrete Research, Vol.33 pp.1917-1924
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[9] O.Burkan Isgor, A.Ghani Razaqpur (2005) “Advanced Modeling of Concrete Deterioration due to Reinforcement Corrosion”
9
[10] W.Puatatsananon, V.E.Saouma, (2005) “Nonlinear Coupling of Carbonation and Chloride Diffusion in Concrete” Journal of Materials in Civil Engineering, v 17, No 3, pp 264-275
10
[11] H.Song, S.Pack, C.Lee (2006) “service Life Prediction of Concrete Structures Under Marine Environment Considering Coupled Deterioration”
11
[12] S.J.H. Meijers, J.M.J.M. Bijen, R. de Borst and A.L.A. Fraaij, 2005, "Computational results of a model for chloride ingress in concrete including convection, drying-wetting cycles and carbonation", Materials and structures 38, 145-154.
12
[13] Mohamed BOULFIZA, Koji SAKAI, Nemkumar BANTHIA, Hidenori YOSHIDA, 2001, "Analytical study on synergistic effects of carbonation and chloride ion attack on concrete" , Proceedings of the Japan Concrete Institute, Vol. 23, No.2, PP. 439-444.
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[14] IN-SEOK YOON and CHANG-SOO LEE, 2004, "Prediction of chloride profile of concrete under combined deterioration of carbonation and chloride ions", Consec04, Seoul, Korea, PP. 353-360.
14
[15] Jack M. Chi, Ran Huang, C. C. Yang, 2002 " EFFECTS OF CARBONATION ON MECHANICAL PROPERTIES AND DURABILITY OF CONCRETE USING ACCELERATED TESTING METHOD", Journal of Marine Science and Technology, Vol. 10, No. 1, pp. 14-20
15
ORIGINAL_ARTICLE
Optimum condition determination of adsorption capacity and adsorption percentage of cyanide ions using activated red mud
In this study, removal of ferrocyanide and ferricyanide ions from synthetic wastewater with activated red mud was studied. Two activation methods by ammonia (ABA) and cationic surfactant of cetyl trimethylammonium bromide (ABC) were used. In order to evaluate the process of cyanide ion adsorption and its effective parameters, 44 experiments were designed with seven variable factors using DX8 software by the response surface method. The results showed that the optimum conditions for achieving the highest adsorption capacity with ABC adsorbent were obtained as follows: pH=7.1, adsorbent dosage of 0.57 g, ferricyanide concentration of 126 ppm, contact time of 96.66 min, agitated speed of 120 rpm and ion strength of 0.24 M. In optimum conditions, the absorption capacity of 19.5 mg/g and the absorption percentage of 99.3% were obtained. The results showed that the use of ABC adsorbent has a higher efficiency in the removal of cyanide ions from the synthetic wastewater. Thermodynamic studies were carried out in optimal conditions. The results showed that the negative value of ΔG◦ parameters at different temperatures indicates the spontaneity of the cyanide complex adsorption process on adsorbents of ABA and ABC. The spontaneity of process increased with increasing the temperature.
https://ceej.aut.ac.ir/article_2784_808bb3c64090de918aa0778648740337.pdf
2019-06-22
377
388
10.22060/ceej.2018.13750.5469
Adsorption
Cyanide
Red mud
CTAB
Thermodynamics
N.
Deihimi
nazanin_nd@yahoo.com
1
Department of Mining and Metallurgical Engineering, Amirkabir University of Technology, Tehran, Iran
AUTHOR
Mehdi
Irannajad
iranajad@aut.ac.ir
2
Department of Mining and Metallurgical Engineering, Amirkabir University of Technology, Tehran, Iran
LEAD_AUTHOR
B.
Rezai
rezai@aut.ac.ir
3
Department of Mining and Metallurgical Engineering, Amirkabir University of Technology, Tehran, Iran
AUTHOR
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