ORIGINAL_ARTICLE
The Effect of Shape and Dimensions of Openers in Concrete Shear Wall with Nonlinear Static Analysis
One of the ways of confronting lateral forces due to wind or earthquake is using RC shear walls. RC shear wall besides appropriate behavior against lateral forces it causes the plan to be cost-effective. Sometimes because of architectural reasons or implementing facility systems, there is a necessity to use shear wall with opener. In this article we study and investigate the effect of openers' location one the performance of shear wall through finite element method. For this, four walls without opener, wall with opener in the above, down and middle were modeled by ABAQUS software and the results are provided both in diagrams and figures. The results show that by comparing cracking contours in different walls, presence of opener increases the cracking tension in that part. But the tension under the walls is not very different and this could be due to the symmetry in different walls. Generally, it could be said that the best state for energy loss in the wall is seamless implementation and avoiding the creation of opener. Then, by movement of the opener to the wall base, energy loss and plasticity in the wall would be reduced. In other words, energy loss and plasticity in the wall with opener in the above is more than a wall with opener in the middle and wall with opener in the middle has better performance in energy loss with respect to wall with opener in the below. In a wall without opener the most tension and cracking is in the wall foot and this is due to the maximum shear and bending in this part. Also, with comparing pushover diagrams in different walls it is seen that for a special movement, the following walls have the most tolerance, respectively: wall without opener, walls with opener in the above, middle, and below.
https://www.arce.ir/article_125206_4e369a4fd7a4662f7b553a7ad592f0b5.pdf
2020-12-01
1
14
10.30469/arce.2020.125206
Shear wall
Opener
Finite Element
Cracking
plasticity
energy loss
ABAQUS
Amjad
Al-Mudhafer
amjad.almudhaffar@uokufa.edu.iq
1
Kufa University
LEAD_AUTHOR
[1]-Samih, Q., Faig, D., 1996, The Effect of Horizontal Forces on Shear Walls, Journal of Structural Engineering, 122(12), 14-23.
1
[2]- Sabouri-Ghomi, S., Mamazizi, S., 2014, Experimental investigation on stiffened steel plate shear walls with two rectangular openings, Thin-Walled Structure, 86, 56-66.
2
[3]- Paulay, T., Goodsir, W. J., 1985, The Ductility of Strucrual Wall, Bulletine of New Zealand Society of Earthquake Engineering, 18, 3, 250-269.
3
[4]-Sabouri-Ghomia, S., Ahouria, E. Sajadia, R., Alavi, M., Roufegarinejad, A.,and Bradford, M. A., 2012, Stiffness and strength degradation of steel shear walls having an arbitrarily-located opening, Journal of Constructional Steel Research, 79, 91-100.
4
[5]-Greifenhagen, C., Lestuzzi, P., 2005, Static cyclic tests on lightly reinforced concrete shear walls, Structural Engineering Institute (IS-IMAC), Ecole polytechnique fédérale de Lausanne, Switzerland.
5
[6]- Lubliner, J., Oliver, J., Oller, S., and Ate, E., 1989, A Plastic-Damage Model for Concrete, International Journal of Solids and Structures, 25(3), 299-326.
6
[7]-Lee, J., and Fenves, G., 1998, Plastic-Damage Model for Cyclic Loading of Concrete Structures, Journal of Engineering Mechanics, 10.1061 / (ASCE) 0733-9399 (1998) 124:8 (892), 892-900.
7
[8]-Harrison, T., Yeadon, R.E., and Siddal, J. M., 1976, Shear Wall Analysis Using a Generalized Ritz Method, Proceedings of the Institution of Civil Engineers, 757-771.
8
[9]- Bessason, B., and Sigfussion, T., 2017, Capacity and Earthquake Response Analysis of RC-Shear Walls, Earthquake Engineering Research Centre, University of Iceland, 1-14.
9
[10]-Marius, M., and Timisoara, R., 2013, Seismic behaviour of reinforced concrete shear walls with regular and staggered openings after the strong earthquakes, Engineering Failure Analysis, 34, 537-565.
10
[11]-Kim, H. S., and Lee, D. G., 2003, Analysis of shear wall with openings using super elements, Engineering Structure, 25(8), 981-991.
11
[12]- Mosoarca, M., 2013, Failure analysis of RC shear walls with staggered openings under seismic loads, Engineering Failure Analysis, 41, 48-64.
12
[13]- Lombard, J. C., 1999, Seismic Strengthening and Repair of Reinforced Concrete Externally Bonded Carbon Fiber Tow Sheets, M.Sc. Thesis, Carlton University.
13
[14]- Paulay T., 2002, The displacement capacity of reinforced concrete coupled walls, Engineering structures, 24, 1165-1175.
14
ORIGINAL_ARTICLE
Code 729 the First Iranian Guideline for Strength-based Design of Non-Structural Masonry Walls: A Verification Report
In 2017, the first Iranian guideline for strength-based seismic design of non-structural masonry walls, Code 729, published by The Plan and Budget Organization of Iran. Code 729 uses strength-based procedure and the yield-line theory to design unreinforced and reinforced non-structural masonry walls with or without openings. In this paper, first a brief overview of Code 729 is presented and then using a comprehensive experimental database of 72 full-scale masonry walls, accuracy of the code is demonstrated. It is seen that Code 729 can estimate out-of-plane capacity of different masonry walls with good accuracy. According to the results, average, median, and median plus one standard deviation of errors of the Code 729 in estimating out-of-plane capacity of masonry walls, respectively, are 20%, 18%, and 33.2% and with a probability of 85% the error would be less than 34%. Considering the complicated two-way orthotropic behaviour of non-structural masonry walls and their highly uncertain properties, such level of error is deemed to be acceptable for practical applications. In addition to experimental results, Finite Element simulations are also carried out in this study to shed more light on out-of-plane behaviour of walls with different opening details.
https://www.arce.ir/article_125207_7c90dd776e452dac06d7c6e98291543c.pdf
2020-12-01
15
25
10.30469/arce.2020.125207
Nonstructural Elements
Nonstructural Masonry Wall
Out-of-plane Behavior
Seyyed Amin
Mousavi
s.a.mousavi@ut.ac.ir
1
Ph.D., Behsazan Larzeh Davam Co., The Science and Technology Park of University of Tehran, Tehran, Iran
LEAD_AUTHOR
[1]-Ryder, J. F., 1963, The use of small brickwork panels for testing mortars, Transactions of the British Ceramic Society, pp.62.
1
[2]-Willis, C. R., 2004, Design of unreinforced masonry walls for out-of-plane loading, PhD Thesis, School of Civil and Environmental Engineering, The University of Adelaide, Adelaide, Australia.
2
[3]- West, H. W. H., Hodgkinson, H. R, and Haseltine, B. A., 1977, The resistance of brickwork to lateral loading-Part 1: Experimental methods and results of tests on small specimens and full sized walls, The Structural Engineer, The Journal of the Institute of Structural Engineers, 55, 10, 411-421.
3
[4]- Lawrence, S. J., 1983, Behavior of brick masonry walls under lateral loading, PhD Thesis, The University of New South Wales.
4
[5]-Drysdale, R. G. and Essawy, A. S., 1988, Out-of-plane bending of concrete block walls, Journal of Structural Engineering, ASCE, 114, 1, 121-133.
5
[6]- Chong, V. L., 1993, The behavior of laterally loaded masonry panels with openings, PhD Thesis, School of Civil and Structural Engineering, University of Plymouth, Plymouth, UK.
6
[7]- Griffith, M. C., Vaculik, J., Lam, N. T. K., Wilson, J. and Lumantarna, E., 2007, Cyclic testing of unreinforced masonry walls in two-way bending, Earthquake Engineering and Structural Dynamics, 36, 6, 801-821.
7
[8]-ACI 530-13, 2013, Building code requirements and specification for masonry structures, American Concrete Institute, Farmington Hills, Michigan.
8
[9]- Eurocode 6, 2005,Design of masonry structures- Part 1-1: general rules for reinforced and unreinforced masonry structures, CEN –European Committee for Standardization, Brussels.
9
[10]-AS 3700, 2001, Masonry structures, Standards Australia, Sydney.
10
[11]-Code 729, 2017, Guideline for seismic design of non-structural masonry walls reinforced with bed joint reinforcement, No. 729, Deputy of Technical and Infrastructure Development Affairs, Plan and Budget Organization, Tehran, Iran.
11
ORIGINAL_ARTICLE
An Investigation on the Effect of Infill Walls on the Fundamental Period of Moment-Resisting Steel Frames with Consideration of Soil-Structure Interaction
One of the most critical parameters in process of analysis and design of structures is determination of the fundamental period of vibration. The fundamental period depends on the distribution of the mass and stiffness of the structure. Therefore, the building codes propose some empirical equations based on the observed period of real buildings during an earthquake as well as ambient vibration tests. These equations are usually a function of type and height of the buildings. Differences in the fundamental period of buildings determined by the code equation and analytical methods are due to elimination of the effects of non-structural elements in the analytical methods. For this reason, the presence of non-structural elements such as infill panels, which may produce a variation in these properties, should be carefully considered. Another effective parameter on the fundamental period is the influence of Soil-Structure Interaction (SSI). It is obvious that soil flexibility increases the fundamental period of the structure. The current research deals with the effect of infill panels on the fundamental period of moment resisting frames considering the influence of soil-structure interaction (SSI). For this purpose, 3, 6, 9, 12, 15 and 18 stores 2-D frames were investigated with different configuration of infill panel in the plan and also various percentage of infill openings. The studied frames were modelled and analyzed in Seismo Struct software. The calculated values of the fundamental period are compared with those of obtained from proposed equation in the seismic code. From the analysis of the results it has been found that the number of stores, the infill opening percentage, the stiffness of the infill panels and the soil type are crucial parameters that influence the fundamental period of steel building frames.
https://www.arce.ir/article_125208_7187e9ae0f3b12b5ff819d4d574f140b.pdf
2020-12-01
26
37
10.30469/arce.2020.125208
Fundamental Period
Infill wall
Moment-resisting steel
Soil-structure interaction
Kianoosh
Kiani
kianoosh@yahoo.com
1
M.Sc. of structural engineering, Department of Civil Engineering, Islamic Azad University, Najafabad, Iran.
AUTHOR
Seyyed Mohammad
Motovali Emami
sm.emami@pci.iaun.ac.ir
2
Assistant Professor, Department of Civil Engineering, Islamic Azad University, Najafabad, Iran
LEAD_AUTHOR
[1]- UBC97, 1997, Uniform building Code, International Conference of Building Officials, California, Wilier.
1
[2]-Code 2800, 2015, Iranian Code of Practice for Seismic Resistant Design of Buildings, Center for Construction and Housing Researches of Iran., Standard No.2800, 4th edition. 2015.
2
[3]- National Building Code of Canada, 1953, Canadian Commission on Building and Fire Codes, National Research Council Canada, National Research Council Canada, National Research Council of Canada, & National Research Council of Canada.
3
[4]-FEMA-450, 2003, NEHRP recommended provisions for seismic regulations for new buildings and other structures, Part 1: Provisions, Washington (DC), Federal Emergency Management Agency.
4
[5]-Eurocode 8, 2003, Design of Structures for Earthquakes Resistance _ Part 1: General Rules, Seismic Actions and Rules for Buildings. Pr‐EN 1998‐1 Final Draft. Comité Européen de Normalisation. December 2003.
5
[6]-Goel, R. K. and Chopra, A. K, 1997, Period formulas for moment-resisting frame buildings, Journal of Structural Engineering, ASCE, 123(11), 1454-1461.
6
[7]-Chopra, A. K. and Goel, R. K., 2000, Building period formulas for estimating seismic displacements, Earthquake Spectra, 16(2), 533-536.
7
[8]-Hong, L. L. and Hwang, W. L., 2000, Empirical formula for fundamental vibration periods of reinforced concrete buildings in Taiwan, Earthquake Engineering and Structural Dynamics 29, 327–337.
8
[9]- Paolo, R., Verderame, G. M. and Manfredi, G., 2011, Analytical investigation of elastic period of infilled RC MRF buildings, Engineering Structures, 32, 2, 308-319.
9
[10]-Elgohary, H., 2013, Empirical formula for the fundamental period of vibration of multi-storey RC framed buildings, Proceeding of Vienna Congress on Recent Advances in Earthquake Engineering and Structural Dynamics Vienna, Austria August.
10
[11]-Asteris, P. G., Antoniou, S. T., Sophianopoulos, D. S. and Chrysostomou, C. Z., 2011, Mathematical macro modeling of infilled frames: State of the art, Journal of Structure Engineering, ASCE, 137, 12, 1508-1517.
11
[12]-Asteris, P. G., Cotsovos, D. M., Chrysostomou, C. Z., Mohebkhah, A. and Al-Chaar, G. K., 2013, Mathematical micro modeling of infilled frames: State of the art, Engineering Structure, 56, 1905-1921.
12
[13]-Asteris, P. G., Repapis, C. C., Tsaris, A. K., Di Trapani, F., and Cavaleri, L., 2015, Parameters affecting the fundamental period of infilled RC frame structures, Earthquakes and Structures, 9, 5, 999–1028.
13
[14]-Asteris, P. G., 2005, Closure to Lateral stiffness of brick masonry infilled plane frames, Journal of Structure Engineering, ASCE, 131(3), 523-524.
14
[15]-Asteris, P. G., 2008, Finite element micro-modeling of infilled frames, Electronic Journal of Structural Engineering, 8, 8, 1-11.
15
[16]-SeismoSoft, 2018, SeismoStruct - A computer program for static and dynamic nonlinear analysis of framed structures, [online], Seismosoft Ltd., Pavia, Italy.
16
[17]-Crisafulli, F. J., 1997, Seismic behaviour of reinforced concrete structures with masonry infills, Ph.D. Dissertation, University of Canterbury, New Zealand.
17
[18]-Asteris, P. G., 2003, Lateral stiffness of brick masonry infilled plane frames, Journal of Structural Engineering, ASCE, 129, 8, 1071-1079.
18
ORIGINAL_ARTICLE
The Kinematic Analysis and Evolution of the Stress Fields in the Zagros Foreland Folded Belt, Fars Salient, Iran
The NW-SE trending Zagros Orogenic Belt was initiated during the convergence of the Afro-Arabian continent and the Iranian microcontinent in the Late Cretaceous. Ongoing convergence is confirmed by intense seismicity related to compressional stresses collision-related in the Zagros Orogenic Belt by reactivation of an early extensional faulting to latter compressional segmented strike-slip and dip-slip faulting. These activities are strongly related either to the deep-seated basement fault activities (deep-seated earthquakes) underlies the sedimentary cover or gently dipping shallow-seated décollement horizon of the rheological weak rocks of the Infra-Cambrian Hormuz salt. The Compressional stress regimes in the different units plays an important role in controlling the stress conditions between the different units within the sedimentary cover and basement. A significant set of nearly N-S trending right-lateral strike-slip faults exists throughout the study area in the Fars area in the Zagros Foreland Folded Belt. Fault-slip and focal mechanism data, were analyzed using the stress inversion method to reconstruct the paleo and recent stress conditions. The results suggest that the current direction of maximum principal stress averages N19°E, with N38°E that for the past from Cretaceous to Tertiary, (although a few sites on the Kar-e-Bas fault yield a different direction). The results are consistent with the collision of the Afro-Arabian continent and the Iranian microcontinent. The difference between the current and paleo-stress directions indicates an anticlockwise rotation in the maximum principle stress direction over time. This difference resulted from changes in the continental convergence path, but was also influenced by the local structural evolution, including the lateral propagation of folds and the presence of several local décollement horizons that facilitated decoupling of the deformation between the basement and sedimentary cover. The obliquity of the maximum compressional stress into the fault trends reveal a typical stress partitioning of thrust and strike-slip motion in the Kazerun, Kar-e-Bas, Sabz-Pushan, and Sarvestan fault zones, that caused these fault zones behave as segmented strike-slip and dip-slip faults (Sarkarinejad et al., 2018).
https://www.arce.ir/article_125210_de53eacf3e831eaef73b78a0bb3080f6.pdf
2020-12-01
38
49
10.30469/arce.2020.125210
Fault-slip data
Earthquake focal mechanism
Paleo-Stress
Recent tectonic stress
Zagros
Bahareh
Zafarmand
bahar_zafarmand@yahoo.com
1
PhD, Department of Earth Science, College of Sciences, Shiraz University, Shiraz, Iran
LEAD_AUTHOR
Khalil
Sarkarinejad
sarkarinejad@yahoo.com
2
Professor, Department of Earth Science, College of Sciences, Shiraz University, Shiraz, Iran
LEAD_AUTHOR
[1]-Vernant, Ph., Nilforoushan, F., Hatzfeld, D., Abbassi, M. R., Vigny, C., Masson, F., Nankali, H., Martinod, J., Ashtiani, A., Bayer, R., Tavakoli, F., and Chéry, J., 2004, Present-day crustal deformation and plate kinematics in the Middle East constrained by GPS measurements in Iran and northern Oman, Geophysical Journal International, 157, 381 – 398
1
[2]-McQuarrie, N., Stock, J. M., Verdel, C., and Wernicke, B. P., 2003, Cenozoic evolution of Neotethys and implications for the causes of plate motions, Geophysical Research Letters, 30, 20: SDE 6.1-SDE 6.4
2
[3]-Lacombe, O., 2012, Do fault slip data inversions actually yield paleostresses that can be compared with contemporary stresses? A critical discussion, Comptes Rendus Geoscience, 344, 159–173
3
[4]-Navabpour, P., Angelier, J., and Barrier, E., 2007, Cenozoic post-collisional brittle tectonic history and stress reorientation in the High Zagros Belt (Iran, Fars Province), Tectonophysics 432, 101–131
4
[5]-Mukherjee, S., 2013, Channel flow extrusion model to constrain dynamic viscosity and Prandtl number of the Higher Himalayan Shear Zone, International Journal of Earth Sciences 102, 1811-1835
5
[6]-Huber, H., 1977, Geological map of Iran, 1:1,000,000 with explanatory note, National Iranian Oil Company. Exploration and Production Affairs, Tehran
6
[7]- Berberian, M., 1995, Master blind thrust faults hidden under the Zagros folds: active basement tectonics and surface tectonics surface morphotectonics, Tectonophysics 241:193–224
7
[8]-Sepehr, M., and Cosgrove, J. W., 2005, Role of the Kazerun Fault Zone in the formation and deformation of the Zagros fold-thrust belt, Iran, Tectonics, 24, doi: 10.1029/2004TC001725
8
[9]-Sarkarinejad, K., and Ghanbarian, M. A., 2014, The Zagros hinterland fold-and-thrust belt in-sequence thrusting, Iran, Journal of Asian Earth Sciences 85, 66–79
9
[10]-Sarkarinejad, K., and Zafarmand, B., 2017a, Tectonic stress and kinematic analyses of the Ghir fault zone, Zagros, Iran. Persian Geosciences, 26, 102, 185-196
10
[11]-Sarkarinejad, K., and Zafarmand, B., 2017b, Stress state and movement potential of the Kar-e-Bas fault zone, Fars, Iran. Journal of Geophysics and Engineering, 14, 998-1009
11
[12]-Falcon, N., 1974, Zagros Mountains, Mesozoic-Cenozoic orogenic belts, in Mesozoic Cenozoic Orogenic Belts: Data for Orogenic Studies, collated and edited by A. M. Spencer, Geological Society London, Special Publications 4, 199 – 211
12
[13]-Berberian, M., and King, G. C. P., 1981, Towards a paleogeography and tectonic evolution of Iran, Canadian Journal of Earth Sciences 18, 210 – 265
13
[14]-Alavi, M., 1994, Tectonics of the Zagros orogenic belt of Iran: new data and interpretations, Tectonophysics, 229, 211–238
14
[15]-Molinaro, M., Leturmy, P., Guezou, J. C., Frizon de Lamotte, D., and Eshraghi, S. A., 2005, The structure and kinematics of the southeastern Zagros foldthrust belt, Iran: From thin-skinned to thick-skinned tectonics, Tectonics, 24, TC3007, doi:10.1029/ 2004TC001633
15
[16]-Lacombe, O., Mouthereau, F., Kargar, S., and Meyer, B., 2006, Late Cenozoic and modern stress fields in the western Fars (Iran): implications for the tectonic and kinematic evolution of central Zagros, Tectonics, 25, TC1003
16
[17]-Aubourg, C., Smith, B., Eshraghi, A., Lacombe, O., Authemayou, C., Amrouch, K., Bellier, O., and Mouthereau, F., 2010, New magnetic fabric data and their comparison with stress/strain markers from the Western Fars arc (Zagros); tectonic implications. In "Tectonic and Stratigraphic evolution of Zagros and Makran during the Meso-Cenozoic, Geology Society, London, Spec. Publ., 330, 97-120
17
[18]-Bayer, R., Chery, J., Tatar, M., Vernant, P., Abbassi, M., Masson, F., Nilforoushan, F., Doerflinger, E., Regard, V., and Bellier, O., 2003, Active deformation in Zagros- Makran transition zone inferred from GPS measurements, Fourth International Conference of Earthquake Engineering and Seismology, Tehran, Iran
18
[19]-DeMets, C., Gordon, R. G., Argus, D. F., and Stein, S., 1990, Current plate motions, Geophysical Journal International, 101, 425–478
19
[20]-Tatar, M., Hatzfeld, D., Martinod, J., Walpersdorf, A., Ghafori-Ashtiany, M., and Che´ry, J. , 2002, The present-day deformation of the central Zagros from GPS measurements, Geophysical Research Letters, 29, 331–334
20
[21]-Yamini-Fard, F., Hatzfeld, D., Tatar, M., and Mokhtari, M., 2006, Microseismicity at the intersection between the Kazerun fault and the Main Recent Fault (Zagros-Iran), Geophysical Journal International, 166, 186–196
21
[22]-Sherkati, S., and Letouzey, J., 2004, Variation of structural style and basin evolution in the central Zagros (Izeh zone and Dezful embayment): Iran, Marine and Petroleum Geology, 21, 535– 554
22
[23]-Oveisi, B., Lavé, J., Beek, P., Carcaillet, J., Benedetti, L., and Aubourg, C., 2009, Thick- and thin-skinned deformation rates in the central Zagros simple folded zone (Iran) indicated by displacement of geomorphic surfaces, Geophysical Journal International, 176, 627-654
23
[24]-Hessami, K., Nilforoushan, F., and Talbot, C. J., 2006, Active deformation within the Zagros Mountains deduced from GPS measurements, Journal of the Geological Society, London, 163, 143–148
24
[25]-Sarkarinejad, K, and Azizi, A., 2008, Slip partitioning and inclined dextral transpression along the Zagros Thrust System, Iran. Journal of Structural Geology, 30, 116–136
25
[26]-McKenzie, D. P., 1969, The relation between fault plane solutions for earthquakes and the directions of the principal stresses, Bulletin of the Seismological Society of America, 59, 591–601
26
[27]-Otsubo, M., Yamaji, A., and Kubo, A., 2008, Determination of stresses from heterogeneous focal mechanism data: An adaptation of the multiple inverse method, Tectonophysics, 457, 150–160
27
[28]-Yamaji, A., Sato, K., and Otsubo, M., 2011, Multiple Inverse Method Software Package, User’s guide, 1-37
28
[29]-Angelier, J., 1990, Inversion of field data in fault tectonics to obtain the regional stress: III-A new rapid direct inversion method by analytical means, Geophysical Journal International, 103, 363 – 376
29
[30]-Zalohar, J., and Vrabec, M., 2007, Paleostress analysis of heterogeneous fault slip data: the Gauss method, Journal of Structural Geology, 29, 11, 1798–1810
30
[31]-Wallace, R. E., 1951, Geometry of shearing stress and relation to faulting, The Journal of Geology 59, 118–130
31
[32]-Bott, M. H. P., 1959, The mechanisms of oblique-slip faulting, Geological Magazine, 96, 109–117
32
[33]-Twiss , R. J., and Unruh, J. R., 1998, Analysis of fault slip inversions: Do they constrain stress or strain rate?, Journal of Geophysical Research, 103, 12205 – 12222.
33
[34]-Fossen, H., 2016, Structural Geology, Cambridge University Press New York, 2nd edition 1-463
34
[35]-Hatzfeld, D., 1999, The present-day tectonics of the Aegean as deduced from seismicity, Geological Society, London, Special Publications 156, 1, 415-426.
35
[36]-Maggi, A., Priastley, K., and Jacson, J., 2002, Focal depths of moderate and large size earthquakes in Iran, Journal of Seismology and Earthquake Engineering, 4, 1-10
36
[37]-Talebian, M., and Jackson, J. A., 2004, A reappraisal of earthquake focal mechanisms and active shortening in the Zagros mountains of Iran, Geophysical Journal International, 156, 506 –526.
37
[38]-Tatar, M., Hatzfeld, D., and Ghafori-Ashtiany, M., 2004, Tectonics of the central Zagros (Iran) deduced from microearthquakes seismicity, Geophysical Journal International, 156, 255 –266.
38
[39]-Hatzfeld, D., Authemayou, C., Van der Beek, P., Bellier, O., Lavé, J., Oveisi, B., Tatar, M., Tavakoli, F., Walpersdorf, A., and Yamini‐Fard, F., 2010, The kinematics of the Zagros Mountains (Iran), in Tectonic and Stratigraphic Evolution of Zagros and Makran during the Mesozoic‐Cenozoic, edited by P. Leturmy and C. Robin, Geological Society London Special Publications 330, 19–42
39
[40]-Sarkarinejad, K., Zafarmand, B. and Oveisi, B., 2018, Evolution of the stress fields in the Zagros Foreland Folded Belt using focal mechanisms and kinematic analyses: the case of the Fars salient, Iran, International Journal of Earth Science, 107, 611–633.
40
[41]-Anderson, E. M., 1951, The Dynamic of Faulting, Edinburgh. Oliver and Boyd, 2nd Edition, Edinburgh, 133147
41
[42]-Walpersdorf, A., Hatzfeld, D., Nankali, H., Tavakoli, F., Nilforoushan, F., Tatar, M., Vernant, P., Chery, J., and Masson, F., 2006, Difference in the GPS deformation pattern of north and central Zagros (Iran), Geophysical Journal International,167, 1077–1088
42
[43]-Oveisi, B., Lavé, J., and Beek, P., 2007, Rates and processes of active folding evidenced by Pleistocene terraces at the Central Zagros Front (Iran),Thrust Belts and Foreland Basins Frontiers in Earth Sciences, Springer Berlin Heidelberg, part V, 267-287
43
[44]- Tavakoli, F., Walpersdorf, A., Authemayou, C., Nankali, H. R., Hatzfeld, D., Tatar, M., Djamour, Y., Nilforoushan, F., and Cotte, N., 2008, Distribution of the right-lateral strike–slip motion from the Main Recent Fault to the Kazerun Fault System (Zagros, Iran): Evidence from present-day GPS velocities, Earth and Planetary Science Letters, 276, 342-347.
44
ORIGINAL_ARTICLE
A Systematic Literature Review of Risk Assessment in Water Supply System Project
Risk is often assumed that the word implies a negative outcome. It is commonplace that risk is uncertain. Although a feasibility study had been carried out before the construction of water supply project started but it could not be avoided that risks would still occur. The risks that arise in real are very diverse, such as the risk of rejection by the community, the design is not good, the construction that is not by the design, the uncertain quality of raw water so that water treatment is inefficient and the risk of Public-Private Partnership (PPP). Referring to the risk phenomenon that occurs in the water supply project, so this research is carried out on research on risks in drinking water projects that have been carried out before to find out about the description of more likely risks that occur. This summary literature review shows that Technical Risk risks have the greatest impact on water supply risk projects either in the internal or projects category.
https://www.arce.ir/article_125211_37673fafe024011efe441da76bf5a296.pdf
2020-12-01
50
61
10.30469/arce.2020.125211
Risk Assessment
Risk Management
Risk Analysis
Water Supply Project
Benjamin
Lekatompessy
55719120004@student.mercubuana.ac.id
1
University of Mercu Buana
LEAD_AUTHOR
Humiras
Hardi Purba
humiras@yahoo.com
2
Industrial Engineering Department, University of Mercu Buana, Jakarta, Indonesia
AUTHOR
[1]-Cretu, O., Stewart, R., & Berends, T., 2011, Risk Management for Design and Construction. Journal of Chemical Information and Modeling, 53, 9, 21-35.
1
[2]- Bunni, N. G., 2003, Risk and Insurance in Construction. In Risk and Insurance in Construction (Second), Spon Press. https://doi.org/10.4324/9780203476543
2
[3]-Smith, N. J., Merna, T., & Jobling, P., 2006, Managing Risk in Construction Projects (Second), Blackwell Publishing. https://www.wiley.com/en-us/Managing+Risk+in+Construction+Projects%2C+3rd+Edition-p-9781118347225
3
[4]-Petr, R., 2017, Risk Management in Construction Projects, Journal of Engineering and Applied Sciences, 5347–5352.
4
[5]-Klein, J. H., & Cork, R. B., 1998, An Approach to Technical Risk Assessment, International Journal of Project Management, 16, 6, 345–351.
5
[6]-Ite, U. E., 2016, Non-Technical Risks Management: A Framework for Sustainable Energy Security and Stability, Society of Petroleum Engineers.
6
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