ORIGINAL_ARTICLE
Some Contribution to Rational Design of Piled Raft Foundation for Oil Storage Tanks on Non-Liquefiable Ground: Application of Dynamic Centrifuge Modeling
Some level of settlement is allowed in the design of oil tanks if uneven settlement iscontrolled within allowable values. Considering the critical condition of Piled RaftFoundation (PRF), that is, secure contact of raft base to the ground surface, PRF isconsidered as one of the rational foundations for the oil tanks. However, PRF has acomplicated interaction with soil under horizontal seismic loading. Regarding thiscomplexity, the main concern in use of PRF for oil tanks is proper design ofthis foundation system. In this study, a series of centrifuge tests were performed toinvestigate the mechanical behavior of oil tanks supported by PRF on non-liquefiablesand. Using the observed results, such as accelerations of the tank and groundand displacements of the foundation, some practical hints for reasonable design ofpiled raft foundation for oil tanks on non-liquefiable sand are discussed. Accordingto the results of this study, the main concern in the rational design of the foundationis piles' design and their punching effect on the raft, in case of PRF of oil tank onnon-liquefiable sand.
http://www.jsee.ir/article_243313_7c90cdff1df54e5619fae9f232b5ac15.pdf
2019-11-01
1
9
10.48303/jsee.2019.243313
Oil storage tank
Design of piled raft foundation
Centrifuge Modeling
Seyed Mohammad Sadegh
Sahraeian
sahraeian@sutech.ac.ir
1
Shiraz University of Technology
LEAD_AUTHOR
Jiro
Takemura
jiro@sutech.ac.ir
2
Department of Civil and Environmental Engineering, Tokyo Institute of Technology
AUTHOR
1- Burland, J.B., Broms, B.B., DeMello, V.F.B., (1977) Behaviour of foundations and structures. Proceedings of 9th ICSMFE, Tokyo, Japan, pp. 496–546.
1
2- Horikoshi, K., Matsumoto, T., Hashizume, Y., Watanabe, T. (2003a) Performance of piled raft foundations subjected to dynamic loading. Inter. Journal of Physical Modelling in Geotechnics, 3, 51–62.
2
3- Horikoshi, K., Randolph, M.F. (1998) A contribution to optimum design of piled rafts. Géotechnique, 48, 301–317.
3
4- Poulos, H.G. (2001) Piled raft foundations: design and applications. Géotechnique, 51, 95–113.
4
5- BS 7777 (1993) Flat-Bottomed, Vertical, Cylindrical Storage Tanks for Low Temperature Service.
5
6-Bachman, R., Nyman, D., Bhushan, K., Leyendecker, E.V., Lister, L., (2007) Seismic Design Guidelines and Data Submittal Requirements for LNG Facilities.
6
7- Horikoshi, K., Matsumoto, T., Hashizume, Y., Watanabe, T., Fukuyama, H. (2003b) Performance of piled raft foundations subjected to static horizontal loads. Inter. Journal of Physical Modelling in Geotechnics, 3, 37–50.
7
8- Ishihara, K., Kawase, Y., Nakajima, M. (1980) Liquefaction Characteristics of Sand Deposits at an Oil Tank Site During the 1978 Miyagiken-Oki Earthquake. Soils and Foundations, 20, 97–111.
8
9- Sento, N., Yasuda, S., Yoshida, N., Harada, K. (2004) Case studies for oil tank on liquefiable sandy ground subjected to extremely large earthquakes and countermeasure effects by compaction. Proc. 13th World Conf. Earthq. Eng., Vancouver, Canada.
9
10- Sahraeian, S.M.S., Takemura, J., Seki, S. (2015) A study on seismic behavior of piled raft foundation for oil storage tanks using centrifuge model tests. Proc. of 6th International Conference on Earthquake Geotechnical Engineering, Cristchurch, Newzealand.
10
11- Sahraeian, S.M.S., Takemura, J., Seki, S. (2018) An investigation about seismic behavior of piled raft foundation for oil storage tanks using centrifuge modelling. Soil Dynamics and Earthquake Eng., 104, 210–227.
11
12- Sahraeian, S.M.S., Takemura, J., Seki, S. (2017) A Centrifuge Model Study on the Effects of Pile Installation Process on Seismic Behavior of Piled Raft Foundation for Oil Storage Tanks. Journal of JSCE, 5, 357–376.
12
13- Ishimatsu, S., Yagi, T., Yoshimi, T., Takemura, J. (2009) Filed observation of pile behavior during the liquid level variation in an oil tank. Kisoko, 37, 76–79.
13
14- Takemura, J., Yamada, M., Seki, S. (2014) Dynamic response and settlement behavior of piled raft foundation of oil storage tank. Proceeding of Physical Modelling in Geotechnique, Perth, Australia, pp. 613–619.
14
ORIGINAL_ARTICLE
Buckling Response and Elastic Stiffness of Butterfly Dampers
Butterfly dampers dissipate energy through the flexural, shear, or axial response ofthe strips when the device is subjected to inelastic cyclic deformation. The bucklingresponse, elastic stiffness, and cyclic performance of non-uniform steel butterflydampers have been studied in this paper. Validated material and geometric nonlinearfinite element models in the ABAQUS has been used to perform a comprehensiveparametric study on a wide range of geometrical parameters to evaluate theresponse of non-compact butterfly dampers. The results showed that although thelow-cycle-fatigue response of butterfly dampers can be improved by altering the sideedge shapes, the buckling capacity and elastic stiffness of non-uniform strips woulddecrease in comparison with uniform ones. Hence several analytical equations wereprovided to quantitative prediction of the buckling capacity and elastic stiffness ofbutterfly dampers.
http://www.jsee.ir/article_243312_9ea52ef1e5a9fc33ad9ae9c1b6068535.pdf
2019-11-01
11
20
10.48303/jsee.2019.243312
Buckling
Finite element updating
Butterfly damper
Yielding device
Behrokh
Hosseini Hashemi
behrokh@iiees.ac.ir
1
Structural Engineering Research Center, International Institute of Earthquake Engineering and Seismology (IIEES)
LEAD_AUTHOR
Babak
Keykhosrokiany
b.keykhosrokiany@iiees.ac.ir
2
Structural Engineering Research Center, International Institute of Earthquake Engineering and Seismology (IIEES)
AUTHOR
[1] Farzampour, A. and Eatherton, M. (2017) Lateral torsional buckling of butterfly-shaped shear links. Proc. Annu. Stab. Conf. Struct. Stab. Res. Counc.
1
[2] Lee, C.H., Ju, Y.K., Min, J.K., Lho, S.H., and Kim, S.D. (2015) Non-uniform steel strip dampers subjected to cyclic loadings. Engineering Structures. 99, 192–204.
2
[3] Ghabraie, K., Chan, R., Huang, X., and Xie, Y.M. (2010) Shape optimization of metallic yielding devices for passive mitigation of seismic energy. Engineering Structures, 32(8), 2258–2267.
3
[4] Xian, M., Borchers, E., Pena, A., Krawinkler, H., Billington, S.L., and Deierlein, G.G. (2010) Design and Behavior of Steel Shear Plates with Openings as Energy Dissipating Department of Civil and Environmental Engineering Design and Behavior of Steel Shear Plates with Openings as Energy Dissipating Fuses. By Xiang Ma , Eric Borchers , Alex Pena , H. John A. Blume Earthquake Engineering Center (Report No. 173).
4
[5] Siar Mahmood Shah, A. and Moradi, S. (2020) Cyclic response sensitivity of energy dissipating steel plate fuses. Structures, 23, 799–811.
5
[6] Deng, K., Pan, P., Sun, J., Liu, J., and Xue, Y. (2014) Shape optimization design of steel shear panel dampers. Journal of Constructional Steel Research. 99, 187–193.
6
[7] Kiani, B.K., Hosseini, B., and Torabian, S. (2020) Optimization of slit dampers to improve energy dissipation capacity and low-cycle-fatigue performance. Engineering Structures. 214, 110609.
7
[8] Kiani, B.K, Torabian, S., Mirghaderi, S.R. (2015) Local seismic stability of flanged cruciform sections (FCSs). Engineering Structures, 94, 04.003.
8
[9] Liu, Y. and Shimoda, M. (2013) Shape optimization of shear panel damper for improving the deformation ability under cyclic loading. Structural and Multidisciplinary Optimization, 48(2), 427–435.
9
[10] Zhang, C., Zhang, Z., and Shi, J. (2012) Development of high deformation capacity low yield strength steel shear panel damper. Journal of Constructional Steel Research, 75, 116–130.
10
[11] FEMA (2007) Interim Protocols for Determining Seismic Performance Characteristics of Structural and Nonstructural Components. Federal Emergency Management Agency,FEMA 461.
11
[12] Farzampour, A. and Eatherton, M.R. (2019) Yielding and lateral torsional buckling limit states for butterfly-shaped shear links. Engineering Structures, 180, 442–451.
12
[13] Plaut, R.H. and Eatherton, M.R. (2017) Lateral-torsional buckling of butterfly-shaped beams with rectangular cross section. Engineering Structures, 136 210–218.
13
[14] Ma, X., Borchers, E., Pena, A., Krawinkler, H., Billington, S., and Deierlein, G.G. (2010) Design and Behavior of Steel Shear Plates with Openings as Energy-Dissipating Fuses. Internal Report, John A. Blume Earthquake Engineering Center, Stanford University.
14
[15] Hedayat, A.A. (2015) Prediction of the force displacement capacity boundary of an unbuckled steel slit damper. Journal of Constructional Steel Research, 114, 30–50.
15
[16] Trahair, N.S. (2003) Guide to Stability Design Criteria for Metal Structures (4th edition). John Wiley & Sons, .
16
[17] Alinia, M.M. and Dastfan, M. (2006) Behaviour of thin steel plate shear walls regarding frame members. Journal of Constructional Steel Research, 62(7), 730–738.
17
[18] Xian, M., Krawinkler, H., and Deierlein, G.G. (2010) Seismic Design and Behavior of Self-Centering Braced Frame with Controlled Rocking and Energy–Dissipating Fuses. John A. Blume Earthquake Engineering Center. (August), 438.
18
[19] Eatherton, M.R. and Hajjar, J.F. (2014) Hybrid simulation testing of a self-centering rocking steel braced frame system. Earthquake Engineering & Structural Dynamics, 43(11), 1725–1742.
19
[20] Oh, S.H., Kim, Y.J., and Ryu, H.S. (2009) Seismic performance of steel structures with slit dampers. Engineering Structures, 31(9), 1997–2008.
20
[21] Lee, J. and Kim, J. (2017) Development of box-shaped steel slit dampers for seismic retrofit of building structures. Engineering Structures, 150, 934–946.
21
ORIGINAL_ARTICLE
Modification of Park-Ang Damage Index to Accommodate Effect of Aftershocks on RC Structures
Seismic design codes do not consider the effects of aftershocks on structures.Moreover, most damage estimation methods disregard the effects of consecutiveearthquakes. Recent earthquakes have demonstrated that the aftershocks can causemajor damage to mainshock-damaged structures. After a strong seismic event, itshould be determined if a mainshock-damaged building is safe for reoccupation inthe event of aftershocks. This study examined the effects of both the main shock andaftershocks on the damage index of reinforced concrete (RC) structures. Recordsfrom 19 mainshocks that occurred in the Japan seismic region with momentmagnitudes of greater than 4 were examined. More than 100 acceleration timeseries from these events (mainshock + aftershock events) were applied to evaluatethe damage index. Seismic damage analysis was performed on a series of RCcolumns and RC frames. The natural period of these structures varied from 0.1 to 2.5s. The damage index introduced by Park and Ang was employed to estimate thestructural damage. Acceleration time series were applied to the structures in twosteps. First, only mainshocks were applied to the structures and the damage indexwas obtained. Next, both the mainshock and aftershocks were applied to thestructures and structures damaged by a mainshock were analyzed under periodicaftershock events. The results showed that the increase in structural period and thePGA of the aftershocks amplified the damage index under the effects of theaftershocks. A modification to Park-Ang damage index is proposed using a dimensionlessterm to accommodate the effect of aftershocks.
http://www.jsee.ir/article_243311_f2f4be8a28a386317195a470b890b13f.pdf
2019-11-01
21
35
10.48303/jsee.2019.243311
Aftershock
Damage Index
RC structures
Natural Period
Morteza
Bastami
m.bastami@iiees.ac.ir
1
International Institute of Earthquake Engineering and Seismology (IIEES)
LEAD_AUTHOR
Behrouz
Ebrahimi
behrouzebrahimi@gmail.com
2
University of Kurdistan
AUTHOR
1. Ruiz-Garcia, J. (2012) Mainshock-aftershock ground motion features and their influence in
1
building's seismic response. Journal of Earthquake Engineering, 16(5), 719-737.
2
2. Sunasaka, Y. and Kiremidjian, A.S. (1993) A Method for Structural Safety Evaluation
3
Under Mainshock-After shock Ear thquake Sequences. John A. Blume Earthquake Engineering
4
3. Gallagher, R.P., Reasenberg, P., and Poland, C.D. (1999) Earthquake aftershocks: entering
5
damaged buildings. Applied Tech Council.
6
4. Amadio, C., Fragiacomo, M., and Rajgelj, S. (2003) The effects of repeated earthquake ground motions on the non-linear response of SDOF systems. Earthquake Engineering and Structural Dynamics, 32, 291-308.
7
5. Fragiacomo, M., Amadio, C., and Macorini, L. (2004) Seismic response of steel frames under
8
repeated earthquake ground motions. Engineering Structures, 26, 2021-2035.
9
6. Luco, N., Bazzurro, P., and Cornell, C.A. (2004) Dynamic versus static computation of the residual capacity of a mainshock-damaged building to withstand an aftershock. Presented at 13th World Conference on Earthquake Engineering, Vancouver, Canada, paper#2405.
10
7. Iancovici, M. and Georgiana, I. (2007) Evaluation of the inelastic demand of structures subjected to multiple ground motions. Journal of Structural Engineering, 4, 143-154.
11
8. Maeda, M. and Kang, D.E. (2009) Post-earthquake damage evaluation of reinforced concrete
12
buildings. Journal of Advanced Concrete Technology, 7, 327-335.
13
9. Hatzigeorgiou, G.D. and Beskos, D.E. (2009) Inelastic displacement ratios for SDOF structures subjected to repeated earthquakes. Engineering Structures, 31, 2744-2755.
14
10. Hatzigeorgiou, G.D. and Liolios, A.A. (2010) Nonlinear behaviour of RC frames under repeated strong ground motions. Soil Dynamic and Earthquake Engineering, 30, 1010-1025.
15
11. Moustafa, A. and Takewaki, I. (2011) Response of nonlinear single-degree-of-freedom structures to random acceleration sequences. Engineering Structures, 33, 1251-1258.
16
12. Powell, G.H. and Allahabadi, R. (1988) Seismic damage prediction by deterministic methods: concepts and procedures. Earthquake Engineering and Structural Dynamics, 16, 719-734.
17
13. Ghobarah, A., Abou-Elfath, H., and Biddah, A. (1999) Response-based damage assessment of structures. Earthquake Engineering and Structural Dynamics, 28, 79-104.
18
14. Chai, Y.H., Fajfar, P., and Romstad, K.M. (1998) Formulation of duration-dependent inelastic seismic design spectrum. Journal of Structural Engineering, 124, 913-921.
19
15. Park, Y.J. and Ang, A.H.S. (1985) Mechanistic seismic damage model for reinforced concrete. Journal of Structural Engineering, 111, 722-739.
20
16. Banon, H. and Veneziano, D. (1982) Seismic safety of reinforced concrete members and
21
structures. Ear thquake Engineer ing and Structural Dynamics, 10, 179-193.
22
17. Zhang, X., Wong, K.K., and Wang, Y. (2007) Performance assessment of moment resisting
23
frames during earthquakes based on the force analogy method. Engineering Structures, 29, 2792-2802.
24
18. Li, Q. and Ellingwood, B.R. (2007) Performance evaluation and damage assessment of steel frame buildings under main shock-aftershock earthquake sequences. Earthquake Engineering and Structural Dynamics, 36(3), 405-427.
25
19. Zhang, S., Wang, G., and Sa, W. (2013) Damage evaluation of concrete gravity dams under mainshock-aftershock seismic sequences. Soil Dynamic and Earthquake Engineering, 50,
26
20. Zhai, C.H., Wen, W.P., Chen, Z., Li, S., and Xie, L.L. (2013) Damage spectra for the mainshockaftershock sequence-type ground motions. Soil Dynamic and Earthquake Engineering, 45, 1-12.
27
21. Jeon, J.S. (2013) Aftershock Vulnerability Assessment of Damaged Reinforced Concrete
28
Buildings in California. Ph.D. Thesis, Georgia Institute of Technology, USA.
29
22. Polese, M., Di-Ludovico, M., Prota, A., and Manfredi, G. (2013) Damage-dependent vulnerability curves for existing buildings. Earthquake Engineer ing and Structural Dynamics, 42(6), 853-870.
30
23. Yaghmaei-Sabegh, S. and Ruiz-Garcia, J. (2016) Nonlinear response analysis of SDOF systems subjected to doublet earthquake ground motions: A case study on 2012 Varzaghan-Ahar events. Engineering Structures, 110, 281-292, DOI:10.1016/j.engstruct.2015.11.044.
31
24. Zhai, C.H., Wen, W.P., Li, S., Chen, Z., Chang, Z., and Xie, L.L. (2014) The damage investigation of inelastic SDOF structure under the mainshock-aftershock sequence-type ground
32
motions. Soil Dynamic and Ear thquake Engineering, 59, 30-41.
33
25. Iervolino, I., Giorgio, M., and Chioccarelli, E. (2014) Closed?form aftershock reliability of damage-cumulating elastic perfectly-plastic systems. Earthquake Engineering and Structural Dynamics, 43, 613-625.
34
26. Abdelnaby, A.E. and Elnashai, A.S. (2015) Numerical modeling and analysis of RC frames
35
subjected to multiple earthquakes. Earthquakes and Structures, 9(5), 957-981, DOI: 10.12989/
36
eas.2015.9.5.957.
37
27. Zafar, A. and Andrawes, B. (2015) Seismic behavior of SMA-FRP reinforced concrete
38
frames under sequential seismic hazard. Engineering Structures , 98, 163-173, DOI: 10.1016/j.engstruct.2015.03.045.
39
28. Furtado, A., Rodrigues, H., Arêde, A., and Varum, H. (2017) Assessment of the mainshockaftershock collapse vulnerability of RC structures considering the infills in-plane and out-of-plane behavior. Procedia Engineering, 199, 619-624, https://doi.org/10.1016/j.proeng.2017.09.107.
40
29. Hosseinpour, F. and Abdelnaby, A.E. (2017) Effect of different aspects of multiple earthquakes on the nonlinear behavior of RC structures. Soil Dynamics and Earthquake
41
Engineering, 92, 706-725. DOI: 10.1016/j.soildyn.2016.11.006.
42
30. www.kyoshin.bosai.go.jp.
43
31. Newmark, N.M. (1959) A method of computation for structural dynamics. Journal of
44
Engineering Mechanics Division, 85, 67-94.
45
32. Park, Y.J., Ang, A.H., and Wen, Y.K. (1987) Damage-limiting aseismic design of buildings.
46
Earthquake Spectra , 3, 1-26.
47
33. Valles, R.E., Reinhorn, A.M., Kunnath, S.K., Li, C., and Madan, A. (1996) IDARC-2D Version
48
5.5: A Program for the Inelastic Damage Analysis of Buildings.
49
34. Ghosh, S., Datta, D., and Katakdhond, A.A. (2011) Estimation of the Park-Ang damage
50
index for planar multi-storey frames using equivalent single-degree systems. Engineering Structures, 33(9), 2509-2524.
51
35. Fajfar, P. (1992) Equivalent ductility factors, taking into account low-cycle fatigue. Earthquake Engineering and Structural Dynamics, 21(10), 837-48.
52
36. Carr, A.J. and Tabuchi, M. (1993) The structural ductility and the damage index for reinforced concrete structure under seismic excitation. 2nd European Conference on Structural Dynamics, 1, 169-76.
53
37. Cosenza, E., Manfredi, G., and Ramasco, R. (1993) The use of damage functionals in
54
earthquake engineering: a comparison between different models. Earthquake Engineering and Structural Dynamics, 22(10), 855-68.
55
38. Kunnath, S.K. and Jenne, C. (1994) Seismic damage assessment of inelastic RC structures.
56
In: 5th US National Conference on Earthquake Engineering, 1, 55-64.
57
39. Williams, M.S. and Sexsmith, R.G. (1995) Seismic damage indices for concrete structures:
58
a state-of-the-art review. Earthquake Spectra, 11(2), 319-49.
59
40. Van de Lindt, J.W. (2005) Damage-based seismic reliability concept for woodframe
60
structures. Journal of Structural Engineering, ASCE, 131(4), 668-75.
61
ORIGINAL_ARTICLE
Initial Solution for Designing a Soft Substructure in a Mass Isolation System with Consideration of Stability Constraints
The new techniques in seismic design of structures are usually attributed to highdamping ratios. Mass isolation of structures is one of the new techniques in seismicdesign of structures that focuses on the mass of the structure as the main target forseismic isolation and reducing earthquake effects on buildings. Mass IsolationSystem (MIS) consists of two stiff and soft substructures connected by a viscousdamper. The mass subsystem comprises the main mass of the structure, which isattached to a frame with a low stiffness by a separation mechanism at the height ofthe structure including viscous dampers to a stiffness subsystem consisting of amoment or braced frame system with great stiffness. In this paper, the aim is topresent a simple preliminary design method based on the normalized pushovercurve. The most important problems for increasing the period of the soft structureare deformation and structural stability. This paper presents a preliminary designsolution for a soft substructure of the Mass Isolation System (MIS) with considerationof stability constraints. To this end, the paper presents mathematicalrelationships to calculate the period of the structure followed by proposing a simplesolution for the design of the soft substructure.
http://www.jsee.ir/article_243310_014ba6ad2754930ea3e079036f2274bd.pdf
2019-11-01
37
48
10.48303/jsee.2019.243310
Mass Isolation System
stability
Period
P-? effect
Collapse prevention
Mohammad
Boujary
m.boujary@iiees.ac.ir
1
International Institute of Earthquake Engineering and Seismology (IIEES)
LEAD_AUTHOR
Mansour
Ziyaeifar
mansour@iiees.ac.ir
2
International Institute of Earthquake Engineering and Seismology (IIEES)
AUTHOR
1- Christenson, R.E., Spencer, B.F. J., Hori, N., & Seto, K. (2003) Coupled Building Control Using Acceleration Feedback. Computer-Aided Civil and Infrastructure Engineering, 18(1), 4-18, doi: http://dx.doi.org/10.1111/1467-8667.00295.
1
2- Yuji, K., Keizo, N., Masanori, I., Tamotsu, M., & Hirofumi, S. (2004) Development of Connecting Type Actively Controlled Vibration Control Devices and Application to High-rise Triple Buildings. Engineering Review, 37(1).
2
3- Ziyaeifar, M. (2002) Mass Isolation, concept and techniques. European Earthquake Engineering, 2(1), 43-55.
3
4- Ziyaeifar, M., Gidfar, S., & Nekooei, M. (2012) A model for Mass Isolation study in seismic design of structures. Structural Control and Health Monitoring, 19(6), 627-645, doi:http://dx.doi.org/10.1002/stc.459.
4
5- Krawinkler, H., Zareian, F., Lignos, D.G., & Ibarra, L.F. (2009) Prediction of collapse of structures under earthquake excitations. Proceedings of the 2nd International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COMPDYN 2009).
5
6- Adam, C., Ibarra, L.F., & Krawinkler, H. (2004) Evaluation of P-Delta Effects in Non-Deteriorating MDOF Structures from Equivalent SDOF Systems.
6
7- ASCE (2010) Commentary for Chapters 11-22 (seismic). In Minimum Design Loads for Buildings and Other Structures.
7
8- Adam, C., & Jäger, C. (2012) Seismic collapse capacity of basic inelastic structures vulnerable to the P‐delta effect. Earthquake Engineering & Structural Dynamics, 41(4), 775-793. doi:http://dx.doi.org/10.1002/eqe.1157.
8
9- Bernal, D., Nasseri, A. and Bulut, Y. (2006) Instability Inducing Potential of Near Fault Ground Motions.
9
10- Jäger, C., & Adam, C. (2013)Influence of collapse definition and near-field effects on collapse capacity spectra. Journal of Earthquake Engineering, 17(6), 859-878. doi:http://dx.doi.org/10.1080/13632469.2013.795842.
10
11- Miranda, E., & Akkar, S.D. (2003) Dynamic instability of simple structural systems. Journal of Structural Engineering, 129(12), 1722-1726.
11
12- Bernal, D. (1992) Instability of Buildings Subjected to Earthquakes. Journal of Structural Engineering, 118(8), 2239-2260.
12
13- Bernal, D. (1998) Instability of Buildings during Seismic Response. Engineering Structures, 20(4-6), 496-502.
13
14- ASCE (2010) Minimum Design Loads for Buildings and Other Structures (ASCE/SEI 7-10). Reston, Virginia: American Society of Civil Engineers.
14
15- Boujary, M., & Ziyaeifar, M. (2019) Design of Mass Isolated Structures with Consideration of Stability Constraints. Journal of Seismology & Earthquake Engineering (JSEE), 21(3), 49-63.
15
16- Bernal, D. (1987) Amplification Factors for Inelastic Dynamic P-Δ Effects in Earthquake Analysis. Earthquake Engineering and Structural Dynamics, 15, 635-651.
16
17- Castilla, E., & Lopez, O. (1980) Influence of gravity loads in seismic response (in Spanish). Bol. IMME, 18(67), 3-18.
17
18- ASCE (2016) Minimum Design Loads for Buildings and Other Structures (ASCE/SEI 7-16). Reston, Virginia: American Society of Civil Engineers
18
19- FEMA (1997) NEHRP Guidelines for the Seismic Rehabilitation of Buildings (FEMA 273), "ATC-33 Project". In. Washington, D.C.: Federal Emergency Management Agency.
19
20- Pique, J. (1976) On the Use of Simple Models in Nonlinear Dynamic Analysis. Retrieved from Massachusetts Inst. of Tech., Cambridge, Mass.
20
21- Anderson, J.C., & Bertero, V.V. (1987) Uncertainties in establishing design earthquakes. Journal of Structural Engineering, ASCE, 113(8), 1709-1724.
21
22- Kordi, E.E., & Bernal, D. (1991) Instability in Buildings Subjected to Earthquakes. Retrieved from Northeastern Univ., Boston, Mass.
22
ORIGINAL_ARTICLE
Parallelization of 3D Pseudo-Bending Algorithm for Seismic Ray Tracing
Bending ray tracing is a technique for finding the shortest travel path from a fixed source to a fixed receiver. Ray tracing is a time-consuming computing technique in applications such as tomography, which involves a large number of source-receiver pairs. In this regard, parallel programming makes it possible to reduce the running time of a serial program significantly by breaking it into a discrete series and solve it by different processing units simultaneously. Along with the rapid development of parallel computing technologies in both hardware architecture and system software, parallel computing is growing rapidly in a broad range of scientific computing applications. In this paper, the parallelization of pseudo-bending ray tracing algorithm is presented using both task and data parallelization strategies. In the task parallelization, the bending calculation of each path section is distributed to different processors, while in the data parallelization, due to the independent calculation for each pair of source-receiver, the data parts are distributed to different processors. The performance results of the parallelizations of the pseudo-bending algorithm for ray tracing in a 3D velocity model are shown using OpenMP, which is an application programming interface for shared memory multiprocessing programming. The advantage of OpenMP programming model is its simplicity to parallelize an existing serial code. This is especially useful now that multi-core CPUs are common. The results show the effectiveness and efficiency of the approach. A significant speedup in the ray tracing implementation is achieved. This reduction in computation time allows more rays to be traced, which directly affects the accuracy of tomography results. Sufficient ray coverage is needed to obtain tomography images with perfect resolution.
http://www.jsee.ir/article_243309_15ed1ddb815a899f95cd6d04eee70e8e.pdf
2019-11-01
49
56
10.48303/jsee.2019.243309
Ray tracing
Bending
tomography
Parallel programming
Multiprocessor
Open MP
Madineh
Banihashem Kalibar
m.banihashem.k@gmail.com
1
Earthquake Research Center, Ferdowsi University of Mashhad
AUTHOR
Hossein
Sadeghi
sadeghi@um.ac.ir
2
Department of Geology, Faculty of Science, Ferdowsi University of Mashhad
LEAD_AUTHOR
Sayyed Keivan
Hosseini
k-hosseini@um.ac.ir
3
Earthquake Research Center, Ferdowsi University of Mashhad
AUTHOR
1- Rawlinson, N., Hauser, J. and Sambridge, M. (2007) Seismic ray tracing and wavefront tracking in laterally heterogeneous media. Advances in Geophysics, 49, 203–273.
1
2- Vidale, J.E. (1988) Finite-difference calculation of travel times. Bulletin of the Seismological Society of America, 78(6), 2062-2076.
2
3- Rawlinson, N., Sambridge, M. (2004) Multiple reflection and transmission phases in complex layered media using a multistage fast marching method. Geophysics, 69(5), 1338–1350.
3
4- Langan, R.T., Lerche, I., Cutler, R.T. (1985) Tracing of rays through heterogeneous media: An accurate and efficient procedure. Geophysics, 50(9), 1456–1465.
4
5- Sun, Y. (1993) Ray tracing in 3-D media by parameterized shooting. Geophysical Journal International, 114(1), 145–155.
5
6- Mao, W., Stuart, G.W. (1997) Rapid multi-wave-type ray tracing in complex 2d and 3d isotropic media. Geophysics, 62(1), 298–308.
6
7- Cores, D., Fung, G.M., Michelena, R.J. (2000) A fast and global two point low storage optimization technique for tracing rays in 2D and 3D isotropic media. Journal of Applied Geophysics, 45(4), 273–287.
7
8- Xu, T., Zhang, Z., Gao, E., Xu, G., Sun, L. (2010) Segmentally Iterative Ray Tracing in Complex 2D and 3D Heterogeneous Block Models. Bulletin of the Seismological Society of America, 100(2), 841-850.
8
9- Mohammadzaheri, A., Sadeghi, H., Hosseini, S.K., Navazandeh, M. (2013) DISRAY: a distributed ray tracing by map-reduce. Computer & Geosciences, 52(0), 453–458.
9
10- Jacob, K.H. (1970) Three-dimensional seismic ray tracing in a laterally heterogeneous spherical Earth. Journal of Geophysical Research, 75(32), 6675–6689.
10
11- Wesson, R.L. (1971) Travel-time inversion for laterally inhomogeneous crustal velocity models. Bulletin of the Seismological Society of America, 61(3), 729-746.
11
12- Julian, B.R., Gubbins, D. (1977) Three-dimensional seismic ray tracing. Journal of Geophysics, 43(1), 95–113.
12
13- Pereyra, V., Lee, W.H.K., Keller, H.B. (1980) Solving two-point seismic-ray tracing problems in a heterogeneous medium, Part 1. A general adaptive finite difference method. Bulletin of the Seismological Society of America,70(1), 79–99.
13
14- Um, J., Thurber, C. (1987) A fast algorithm for two-point seismic ray tracing. Bulletin of the Seismological Society of America, 77(3), 972–986.
14
15- Zhao, D., Hasegawa, A., Horiuchi, S. (1992) Tomographic imaging of P and S wave velocity structure beneath Northeastern Japan. Journal of Geophysical Research, 97(B13), 19909–19928.
15
16- Koketsu, K., Sekine, S. (1998) Pseudo-bending method for three-dimensional seismic ray tracing in a spherical earth with discontinuities. Geophysical Journal International, 132(2), 339–346.
16
17- Sadeghi, H., Suzuki, S., Takenaka, H. (1999) A two-point, three-dimensional seismic ray tracing using genetic algorithms. Physics of the Earth and Planetary Interiors, 113(0), 355–365.
17
18- Koulakov, I. (2009) LOTOS code for local earthquake tomographic inversion. Benchmarks for testing tomographic algorithms. Bulletin of the Seismological Society of America, 99(1), 194-214.
18
19- Kiessling, A. (2009) An introduction to parallel programming with OpenMP, The University of Edinburgh, A Pedagogical Seminar (accessed 24 September 2020), URL: https://www.roe.ac.uk/ifa/postgrad/pedagogy/2009_kiessling.pdf.
19
20- Amdahl, G.M. (1967) Validity of the single processor approach to achieving large scale computing capabilities. In: Proceedings of the American Federation of Information Processing Societies (AFIPS Press, vol 30), Washington, DC, pp. 483-485.
20
21- Klemm, M., Supinski, B. (2019) OpenMP Application Programming Interface Specification Version 5.0. Independently published. 668 P.
21
1- Rawlinson, N., Hauser, J. and Sambridge, M. (2007) Seismic ray tracing and wavefront tracking in laterally heterogeneous media. Advances in Geophysics, 49, 203–273.
22
2- Vidale, J.E. (1988) Finite-difference calculation of travel times. Bulletin of the Seismological Society of America, 78(6), 2062-2076.
23
3- Rawlinson, N., Sambridge, M. (2004) Multiple reflection and transmission phases in complex layered media using a multistage fast marching method. Geophysics, 69(5), 1338–1350.
24
4- Langan, R.T., Lerche, I., Cutler, R.T. (1985) Tracing of rays through heterogeneous media: An accurate and efficient procedure. Geophysics, 50(9), 1456–1465.
25
5- Sun, Y. (1993) Ray tracing in 3-D media by parameterized shooting. Geophysical Journal International, 114(1), 145–155.
26
6- Mao, W., Stuart, G.W. (1997) Rapid multi-wave-type ray tracing in complex 2d and 3d isotropic media. Geophysics, 62(1), 298–308.
27
7- Cores, D., Fung, G.M., Michelena, R.J. (2000) A fast and global two point low storage optimization technique for tracing rays in 2D and 3D isotropic media. Journal of Applied Geophysics, 45(4), 273–287.
28
8- Xu, T., Zhang, Z., Gao, E., Xu, G., Sun, L. (2010) Segmentally Iterative Ray Tracing in Complex 2D and 3D Heterogeneous Block Models. Bulletin of the Seismological Society of America, 100(2), 841-850.
29
9- Mohammadzaheri, A., Sadeghi, H., Hosseini, S.K., Navazandeh, M. (2013) DISRAY: a distributed ray tracing by map-reduce. Computer & Geosciences, 52(0), 453–458.
30
10- Jacob, K.H. (1970) Three-dimensional seismic ray tracing in a laterally heterogeneous spherical Earth. Journal of Geophysical Research, 75(32), 6675–6689.
31
11- Wesson, R.L. (1971) Travel-time inversion for laterally inhomogeneous crustal velocity models. Bulletin of the Seismological Society of America, 61(3), 729-746.
32
12- Julian, B.R., Gubbins, D. (1977) Three-dimensional seismic ray tracing. Journal of Geophysics, 43(1), 95–113.
33
13- Pereyra, V., Lee, W.H.K., Keller, H.B. (1980) Solving two-point seismic-ray tracing problems in a heterogeneous medium, Part 1. A general adaptive finite difference method. Bulletin of the Seismological Society of America,70(1), 79–99.
34
14- Um, J., Thurber, C. (1987) A fast algorithm for two-point seismic ray tracing. Bulletin of the Seismological Society of America, 77(3), 972–986.
35
15- Zhao, D., Hasegawa, A., Horiuchi, S. (1992) Tomographic imaging of P and S wave velocity structure beneath Northeastern Japan. Journal of Geophysical Research, 97(B13), 19909–19928.
36
16- Koketsu, K., Sekine, S. (1998) Pseudo-bending method for three-dimensional seismic ray tracing in a spherical earth with discontinuities. Geophysical Journal International, 132(2), 339–346.
37
17- Sadeghi, H., Suzuki, S., Takenaka, H. (1999) A two-point, three-dimensional seismic ray tracing using genetic algorithms. PhysicsoftheEarthandPlanetaryInteriors, 113(0), 355–365.
38
18- Koulakov, I. (2009) LOTOS code for local earthquake tomographic inversion. Benchmarks for testing tomographic algorithms. Bulletin of the Seismological Society of America, 99(1), 194-214.
39
19- Kiessling, A. (2009) An introduction to parallel programming with OpenMP, The University of Edinburgh, A Pedagogical Seminar (accessed 24 September 2020), URL: https://www.roe.ac.uk/ifa/postgrad/pedagogy/2009_kiessling.pdf.
40
20- Amdahl, G.M. (1967) Validity of the single processor approach to achieving large scale computing capabilities. In: Proceedings of the American Federation of Information Processing Societies (AFIPS Press, vol 30), Washington, DC, pp. 483-485.
41
21- Klemm, M., Supinski, B. (2019) OpenMP Application Programming Interface Specification Version 5.0. Independently published. 668 P.
42
ORIGINAL_ARTICLE
Interaction of Underground Tunnel and Existing Shallow Foundations Affected by Normal Faults
In major earthquakes, permanent ground deformations due to the fault movementscause serious damage to the foundations and structures. Although many ofstructural seismic design codes have recommended avoiding the construction ofstructures in the adjacent to active faults, it is not always a viable option. Forexample, the lifeline facilities such as gas tunnels, water supply tunnels andtransportation tunnels, due to their extensive length, cannot often avoid crossingactive faults. Therefore, it is necessary to evaluate the interaction mechanismbetween structures and fault rupture for effective design to reduce the hazardsassociated with surface faulting. This study investigates the interactions ofunderground tunnel and existing shallow foundation affected by normal faultusing the finite element method. The results show that the existence of a tunnelchanges the fault rupture path and in some cases can increase the foundationrotation. It causes the occurrence of severe level of damage to the structure andincreases fear about its instability.
http://www.jsee.ir/article_243314_85bd43f44e1bb0457f2a3f90c30422b1.pdf
2019-11-01
57
62
10.48303/jsee.2019.243314
Normal fault
Shallow Foundation
Underground tunnel
Interaction
Sadegh
Ghavami
s-ghavamijamal@civileng.iust.ac.ir
1
School of Civil Engineering, Iran University of Science and Technology
LEAD_AUTHOR
Alireza
Saeedi Azizkandi
2
School of Civil Engineering, Iran University of Science and Technology
AUTHOR
Mohammad Hassan
Baziar
baziar@iust.ac.ir
3
School of Civil Engineering, Iran University of Science and Technology
AUTHOR
Mehrdad
Rajabi
4
Department of Civil Engineering, Islamic Azad University, South Tehran Branch
AUTHOR
1- Bray, J.D. (2001) Developing Mitigation Measures for the Hazards Associated with Earthquake Surface Fault Rupture. Seismic Fault-induced Failures Workshop. Japan Society for the Promotion of Science, University of Tokyo, Japan, 55-80.
1
2- Yu, H., Chen, J., Bobet, A., Yuan, Y. (2016) Damage observation and assessment of the Longxi tunnel during the Wenchuan earthquake. Tunnelling and Underground Space Technology, 54, 102–116.
2
3- Hart, E.W., Bryant, W.A. (1999) Fault-rupture hazard zones in California: Alquist-Priolo Earthquake Fault Zoning Act with index to earthquake fault zones maps. Rev. 1997. Sacramento, Calif., California Dept. of Conservation, Division of Mines and Geology.
3
4- Boncio, P., Liberi, F., Caldarella, M., Nurminen, F.C. (2018) Width of surface rupture zone for thrust earthquakes: implications for earthquake fault zoning. Natural Hazards and Earth System Sciences, 18, 241-256.
4
5- Ghavami, S., Mohammadi, M., Rajabi, M. (2018) An overview of mitigation measures for the fault rupture hazards in surface and subsurface structures. 3rd Iranian Conference on Geotechnical Engineering, University of Tehran, Tehran, Iran (in Persian).
5
6- Bransby, M.F., Davies, M.C.R., El Nahas, A. (2008) Centrifuge modeling of normal fault–foundation interaction. Bulletin of Earthquake Engineering, 6(4), 585–605.
6
7- Ashtiani, M., Ghalandarzadeh, A., Towhata, I. (2016) Centrifuge modeling of shallow embedded foundations subjected to reverse fault rupture. Canadian Geotechnical Journal, 53(3), 505-519.
7
8- Brennan, A., Roby, M., Bransby, F., Nagaoka, S. (2007) Fault rupture modification by blocky inclusions. 4th International Conference on Earthquake Geotechnical Engineering, Paper No 1480.
8
9- Saeedi Azizkandi, A., Ghavami, S., Baziar, M.H., Heidari Hasanaklou, S. (2019) Assessment of damages in fault rupture–shallow foundation interaction due to the existence of underground structures. Tunnelling and Underground Space Technology, 89, 222–237.
9
10- Baziar, M.H., Heidari Hasanaklou, S., Saeedi Azizkandi, A. (2019) Evaluation of EPS wall effectiveness to mitigate shallow foundation deformation induced by reverse faulting. Bulletin of Earthquake Engineering, 17(6), 3095–3117.
10
11- Lin, M.L., Chung, C.F., Jeng, F.S., Yao, T.C. (2007) The deformation of overburden soil induced by thrust faulting and its impact on underground tunnels. Engineering Geology, 92, 110–132.
11
12- Baziar, M.H., Nabizadeh, A., Mehrabi, R., Lee, C.J., Hung, W.Y. (2016) Evaluation of underground tunnel response to reverse fault rupture using numerical approach. Soil Dynamics and Earthquake Engineering, 83, 1-17.
12
13- Nabizadeh, A., Bahmani, S., Baziar, M.H. (2014) Interaction between normal faulting and tunnel: Finite-element analysis and validation through centrifuge experiments. 1st National Conference on Soil Mechanics and Foundation Engineering, Shahid Rajaee Teacher Training University, Tehran, Iran (in Persian).
13
14- Baziar, M.H., Nabizadeh, A., Lee, C., Hung, W. (2014) Centrifuge modeling of interaction between reverse faulting and tunnel. Soil Dynamics and Earthquake Engineering, 65, 151–164.
14