ORIGINAL_ARTICLE
Study on Seismic Response of Asymmetric Framed and Bundled Tube Resistant Skeletons in Near-Field Zones
In this research, the seismic performance capabilities of both framed and bundled tube systems are studied in order to assess the dynamic response of symbolic asymmetric mid-rise steel structures subjected to both far and near-field earthquake records. For this purpose, two 10 story structural models based on framed and bundled tube skeletons were selected and designed. The main criterion considered in selecting strong earthquake records for performing nonlinear time history analyses is the existence of high amplitude and long period coherent pulse or multiple pulse features in the ground velocity time history. The mentioned powerful velocity pulse makes more seismic demands and would cause a complicated 3D dynamic response which conveys the maximum seismic drift demand from lower stories to middle or even upper ones. Yet, the participation of higher vibration modes in seismic behavior of the studied structures were also taken into account. Overall, seismic response parameters of asymmetric rigid framed tube and bundled tube skeletons are not effectively sensitive to small amounts of mass eccentricity. Moreover, this research analytical assessments show larger amplitude for the seismic nonlinearity of plastic hinges in flexible edges of the structure plan compared to stiff edges. Additionally, the floors dynamic torsional movements cause unequal yielding mechanisms, which are formed in the sided bending frames. Moreover, during the aforementioned process, the frames located at one side of the plan would reach to collapse prevention performance level (CP). Finally, it is observed that rigid framed tubes and bundled tubes can satisfy the Iranian design code restrictions for story drift.
http://www.jsee.ir/article_240789_58fd9db158ceddc01b7efae7d80c79dd.pdf
2018-01-01
Framed Tube, Bundled Tube
Irregular Bent
Mass Eccentricity
Near-Field Record
Saeid
Sohrabifard
1
Science and Research Branch, IAU, Tehran
AUTHOR
Afshin
Meshkat-Dini
meshkat@khu.ac.ir
2
Kharazmi University
LEAD_AUTHOR
Mohammadreza
Mansoori
3
Science and Research Branch, IAU, Tehran
AUTHOR
Abdolreza
Sarvghad-Moghadam
4
International Institute of Earthquake Engineering and Seismology (IIEES)
AUTHOR
Yiu, C.F. and Chan, C.M., and Huang, L.G. (2014) Evaluation of lateral-torsional coupling in earthquake response of asymmetric multistory buildings. The Structural Design of Tall and Special Buildings, 23(13), 1007-1026.
1
Sohrabifard, S., Mansoori, M.R., Meshkat-Dini, A., and Moghadam, A.S. (2017) Seismic response of asymmetric steel bundled tube resistant skeletons under near-field earthquake records. 16th World Conference on Earthquake (16WCEE), Santiago, Chile.
2
Erduran, E. and Ryan, K.L. (2011) Effect of torsion on the behavior peripheral steel-braced frame systems. Journal of Earthquake Engineering and Structural Dynamics, 40(5), 491-507.
3
Anagnostopoulos, S.A., Kyrkos, M.T., and Stathopoulos, K.S. (2015) Earthquake induced torsion in buildings: critical review and state of the art. Earthquakes and Structures, 8(2), 305-377.
4
De Stefano, M. and Pintucchi, B. (2008) A review of research on seismic behavior of irregular building structures since 2002. Bulletin of Earthquake Engineering, 6(2), 285-308.
5
Rutenberg, A., Levy, R., and Magliulo, G. (2002) Seismic response of asymmetric perimeter frame steel buildings. 12th European Conference on Earthquake Engineering, London, England.
6
Aksoylar, N.D., Elnashai, A.S., and Mahmoud, H. (2012) Seismic performance of semi-rigid moment-resisting frames under far and near field records. Journal of Structural Engineering, ASCE, 138(2), 157-169.
7
Smith, B.S. and Coull, A. (1991) Tall Building Structures: Analysis and Design. John Wiley Publication.
8
Taranath, B.S. (2012) Structural Analysis and Design of Tall Buildings. CRC Press.
9
Somerville, P.G. (2005) Engineering characterization of near fault ground motions. NZSEE Conference.
10
Kalkan, E. and Kunnath, S.K. (2006) Effect of fling step and forward directivity on seismic response of building. Earthquake Spectra , 22(2), 367-390.
11
Krishnan, S., Ji, C., Komatitsch, D., and Tromp, J. (2006) Performance of two 18-story steel moment-frame building in southern California tow large simulated San-Andreas earthquakes. Earthquake Spectra , 22(4), 1035-1061.
12
Krishnan, S. (2006) Case studies of damage to 19-story irregular steel moment-frame buildings under near-source ground motion. Earthquake Engineering and Structural Dynamics, 36, 861-885.
13
Movahed, H., Meshkat-Dini, A., and Tehranizadeh, M. (2014) Seismic evaluation on steel special moment resisting frames affected by pulse type ground motions. Asian Journal of Civil Engineering (BHRC), 15(4), 575-585.
14
Sohrabifard, S. (2015) Assessment of Lateral-Torsional Seismic Response of Mid-Rise Steel Structures with Framed Tube and Bundled Tube Skeletal Systems subjected to Near-Field Ear thquakes . M.Sc. Thesis, Science and Research Branch, IAU University.
15
Tehranizadeh, M. and Meshkat-Dini, A. (2007) Non-linear response of high rise buildings to pulse type strong motions seismic. Australian Earthquake Engineering Society Conference (AEES 2007), Wollongong, Australia.
16
Standard No. 2800 (2014) Iranian Code of Practice for Seismic Resistant Design of Buildings. 4th Edition, Tehran, Iran.
17
The Iranian National Building Code (Steel Structures - Issue 10), Tehran, Iran (2014).
18
The Iranian National Building Code (Design Loads for Buildings - Issue 6), Tehran, Iran (2014).
19
Computers and Structures, Inc. CSI (2000) SAP2000, Integrated Structural Analysis and Design Software. Berkeley, CA.
20
Computers and Structures Inc. CSI (2007) PERFORM3D - Structural Analysis Software. Berkeley-California, USA.
21
Federal Emergency Management Agency (2000) Prestandard and Commentary for the Seismic Rehabilitation of Buildings (FEMA 356).
22
Federal Emergency Management Agency (2009) Effects of Strength and Stiffness Degradation on Seismic Response (FEMA 440).
23
PEER Ground Motion Database. Available online: http://peer.berkeley.edu.
24
ORIGINAL_ARTICLE
Experimental Study of an All-Steel Two-Segment Core Buckling Restrained Brace
Buckling Restrained Braces (BRBs) have been exceedingly used for resisting seismic forces in framed structures because of their advantages of non-buckling and large energy absorption capacities. A type of fully steel brace has been designed in the present study that provides ease of construction and replacement of the core. The term multi-zone indicates that the part of the core undergoing plastic deformation is divided into two or more segments in order to provide a more uniform distribution of the plastic deformation. In other words, the core consists of two or more segments that can become plastic. The end parts of the core and shield are so designed as to eliminate the problems that have existed in the previous designs. The aim here is to produce a robust type of brace that can be constructed without strict building requirements, and the test results show that this has been achieved. Three ½ scale specimens were constructed for testing. These specimens were tested under quasi-static loading up to a target displacement. The results for all three specimens tested show that minimum values of parameters specified by the AISC Steel code (maximum compressive stress factor, b= 1.3, and minimum energy absorption factor h =200 ) have been achieved and in all cases they exceeded the code requirements by a large margin (here: bmax= 1.21, hmin= 1102 ). In addition, each specimen was capable of carrying several additional cycles of loading (11 or more) at the end of the test. That is, they are more robust against fatigue than that specified by the said AISC code. Cyclic behavior of the specimens showed high energy absorption capabilities with strains of up to 4.6%. Based on the test results, it can be concluded that the multi-zone core BRB's with stiffened shield and restraining device tested here are suitable for use in new buildings as well as in retrofit of existing structures. The idea of using multi-zone cores not only allows for a better distribution of plastic region, but also enables us to stabilize the shield to the core at the middle zone, where no plastic deformation takes place. In this way, the stability of the shield is achieved by a simple mechanism without requiring elaborate details of a stopper.
http://www.jsee.ir/article_240790_785155f663e91f49427b26122e890ef2.pdf
2018-01-01
Buckling restrained brace
Multi-zone core
Shield mechanism
fatigue
Core length
Sliding stopper
Mohammad Javad
Goodarzi
1
IIEES
AUTHOR
Freydoon
Arbabi
farbabi@mtu.edu
2
IIEES
LEAD_AUTHOR
Khatib, I., Mahin, S. (1987) Dynamic inelastic behavior of chevron braced steel frames. Fifth Canadian Conference on Earthquake Engineering, Balkema, Rotterdam, 211-220.
1
Wakabayashi, M., Nakamura, T. , Kashibara A., Morizono T., and Yokoyama, H. (1973) Experimental study on the elasto-plastic behavior of braces enclosed by precast concrete panels
2
under horizontal cyclic loading Parts 1 and 2. Summaries of Technical Papers of Annual Meeting, Architectural Institute of Japan, Structural Engineering Section, 1041-1044 (in Japanese).
3
Tremblay, R., Degrange, G., and Blouin, J. (1999)Seismic rehabilitation of a four- storey building with a stiffened bracing system. Proceedings of the 8th Canadian Conference on Earthquake
4
Engineering, Vancouver, B.C., Canadian Association of Earthquake Engineering, Vancouver, B.C., 549-554.
5
Ning, M., Bin, W., Junxial, Z., Hui, L., Jinping, U., and Weibiao, Y. (2008) Full scale tests of all steel buckling restrained braces. Proceedings of 14th World Conference in Earthquake Engineering Beijing, China.
6
Tremblay, R., Bolduc, P., Neville, R., and DeVall, R. (2006) Seismic testing and performance of buckling restrained bracing systems. Can. J. Civ. Eng., 33(1), 183-98.
7
Razavi-S., A., Mirghaderi-S., R., and Hosseini, A. (2014) Experimental and numerical developing of reduced length buckling - restrained braced. Journal of Engineering Structures, 77, 143-160.
8
Wang, C., Usami, T., and Funayama, J. (2012) Improving Low-Cycle Fatigue Performance of High-Performance Buckling-Restrained Braces by Toe-Finished Method. Journal of Earthquake
9
Engineering, 16(8), 1248-1268.
10
AISC (2010) Seismic Provisions for Structural Steel Buildings. ANSI/AISC341-05, American Institute of Steel Construction.
11
Tasi, K.C., and Huang, Y.C., and Chiang, T.C. (2012) Huge scale tests of all-steel multi-curve buckling restrained braces. The 15th World Conference on Earthquake Engineering.
12
Nakamura, H., Maeda, Y., Sasaki, T., Wada, A., Takeuchi, T., Nakata, Y., and Iwata, M. (2000) Fatigue Proper ties of Practical Scale Unbounded Brace. Nippon Steel Technical Report, No 82, July
13
Chung, C. and Sheng, Y. (2010) Subassamblage tests and finite element analyses of sandwiched buckling restrained braces. Journal of Engineering Structures, 32(8), 2108-2121.
14
Mirtaheri, M. and Geidi, A. (2011) Experimental optimization studies on steel core lengths in buckling restrained braces. Journal of Constructional Steel Research, 67(8), 1244-1253.
15
Hoveidae, N., Rafezy, B. (2012) Overall buckling behavior of all-steel buckling restrained braces. Journal of Constructional Steel Research, 79, 151-158.
16
Taranath, B.S. (2016) Structural Analysis and Design of Tall Buildings: Steel and Composite Construction. CRC Press.
17
Takeuchi, T., Ozaki, H., and Matsui, R. (2014) Out-of-plane stability of buckling-restrained braces including moment transfer capacity. Ear thquake Engineer ing and Structural Dynamics, 43(6), 851-869, Wiley Online Library.
18
Zhao, J., Wu, B., and Ou, J. (2014) A practical and unified global stability design method of buckling-restrained braces: discussion on pinned connections. Journal of Constructional Steel Research, 95, 106-115, Elsevier.
19
Della Corte, G. and D'Aniello, M. (2015) Field testing of all-steel buckling-restrained braces applied to a damaged reinforced concrete building, Journal of Structural Engineering, 141(1).
20
ORIGINAL_ARTICLE
Effect of Earthquake Frequency Content on 3D Sloshing in Rectangular Tanks
Earthquake frequency content has a significant effect on sloshing wave amplitude and height in liquid storage tanks. In this paper, the finite element method had been used to obtain the three dimensional fluid-structure interaction responsen of the rectangular tanks to access the sloshing interference effects at the tank corners under various seismic input motions with different frequency contents. The flexibility of the tank wall as well as the structural and fluid damping have been taken into account to obtain more reliable and realistic results. It has also been shown that the 3D sloshing interference may increase the total wave height significantly at the corners of the tanks compared to the values presented in the design codes, which shows the maximum sloshing wave with much lower values and at a different location. It has been finally shown that the 3D sloshing effects relates to the ratio of the width and the length of the tank.
http://www.jsee.ir/article_240791_cd2c1a630fff999d33331fb2bdff056a.pdf
2018-01-01
fluid-structure interaction
Frequency content
3D sloshing
Rectangular tanks
finite element method
Hamidreza
Mohammadi
1
Shahid Beheshti University
AUTHOR
Mohammad
Safi
m_safi@sbu.ac.ir
2
Shahid Beheshti University
LEAD_AUTHOR
Haroun, M.A. (1983) Vibration studies and tests of liquid storage tanks. Earthquake Engineering and Structural Dynamics, 11, 179-206.
1
Hoskins, L.M. and Jacobsen, L.S. (1934) Water pressure in a tank caused by a simulated earthquake. Bulletin of the Seismological Society of America , 24, 1-32.
2
Graham, E.W. and Rodriquez, A.M. (1951) The Characteristics of Fuel Motion which Affect Airplane Dynamics. Douglas Aircraft Co. Inc. Santa Monica.
3
Housner, G.W. (1963) The dynamic behavior of water tanks. Bulletin of Seismological Society of America , 53, 381-387.
4
Housner, G.W. (1957) Dynamic pressures on accelerated fluid containers. Bulletin of the Seismological Society of America , 47, 15-35.
5
ACI 350.3-06 (2006) Seismic Design of Liquid-Containing Concrete Structures and Commentary. American Concrete Institude (ACI) Committee 350.
6
Epstein, H.I. (1976) Seismic design of liquid storage tanks. Journal of the Structur a l Division, 102, 1659-1673.
7
Haroun, M.A. (1984) Stress analysis of rectangular walls under seismicity induced hydrodynamic loads. Bulletin of the Seismological Society of America , 74, 1031-1041.
8
Kim, J.K., Koh, H.M., and Kwahk, I.J. (1996) Dynamic response of rectangular flexible fluid containers. Journal of Engineering Mechanics, 122, 807-817.
9
Dogangün, A., Durmus, A., and Ayvaz, Y. (1997) Earthquake analysis of flexible rectangular tanks by using the Lagrangian fluid finite element. European Journal of Mechanics, 16, 165-182.
10
Koh, H.M., Kim, J.K., and Park, J.H. (1998) Fluid-structure interaction analysis of 3-D rectangular tanks by a variationally coupled BEM-FEM and comparison with test results. Earthquake Engineer ing and Structur a l
11
Dynamics, 27, 109-124.
12
Chen, J.Z. and Kianoush, M.R. (2005) Seismic response of concrete rectangular tanks for liquid containing structures. Journal of Civil Engineering, 32, 739-752.
13
Kianoush, M.R. and Chen, J.Z. (2006) Effect of vertical acceleration on response of concrete rectangular liquid storage tanks. Engineering Structures, 28, 704-715.
14
Kianoush, M.R., Mirzabozorg, H., and Ghaemian, M. (2006) Dynamic analysis of rectangular liquid containers in three-dimensional space. Journal of Civil Engineering, 33, 501-507.
15
Livaoglu, R. (2008) Investigation of seismic behavior of fluid-rectangular tank-soil/foundation systems in frequency domain. Soil Dynamics and Earthquake Engineering, 28, 132-146.
16
Hosseini, M. and Abizadeh, S. (2013) Behavior of reinforced concrete rectangular above ground tanks subjected to near-source seismic excitations. American Environmentalism: Philosophy, History, and Public Policy, 449-
17
Hosseini, M., Vosoughifar, H., and Farshadmanesh, P. (2013) Simplified dynamic analysis of sloshing in rectangular tanks with multiple vertical baffles. Journal of Water Sciences Research, 5, 19-30.
18
Ghaemmaghami, A.R. and Kianoush, M.R. (2010) Effect of wall flexibility on dynamic response of concrete rectangular liquid storage tanks under horizontal and vertical ground motions. Journal of Structural Engineering,
19
, 441-451.
20
Federal Emergency Management Agency (2009) Quantification of Building Seismic Performance Factor s . Report no. FEMA P695, FEMA, Washington, DC.
21
Hashemi, S., Saadatpour, M.M., and Kianoush, M.R. (2013) Dynamic behavior of flexible rectangular fluid containers. Thin Walled Structures, 66, 23-38.
22
ORIGINAL_ARTICLE
Heat Induction Technique for Seismic Retrofit of Steel Beam to Column Connections
The concrete slab in existing buildings presents a problem for economic considerations in seismic retrofit projects. Unless the concrete slab is removed, it is impossible to modify the top flange and its welded joint. Meanwhile, as the majority of reported damages occurred in the bottom flange of the beam during the past earthquakes, it is anticipated that modifying only the bottom flange may be sufficient to significantly improve the performance of the steel frame connections. Making a ductile fuse in the beam section through weakening and gaining the most possible plastic behavior from the beam can be a suitable solution. In current research, a new and practical rehabilitation scheme based on heat induction to the bottom flange of the beam was developed and experimentally validated. Accordingly, three large-scale steel moment frame connections containing one reference (Pre-Northridge) and two retrofitted connections were tested under cyclic loads. The experimental results showed near weld fracture in the reference specimen at story drift of 5.5 % with no qualified plastic behavior for special moment frames.In connections retrofitted through heat induction (annealing of the beam material), plastic hinge occurred at 6% story drift in weakened section far enough from the column face. The main advantage of this technique was low stress demands in near-weld region. Meanwhile, as the beam was heated with no material removal, the out of plane buckling resistance was similar to that of the reference specimen. Strength degradation of the retrofitted connections occurred gradually with no brittle failure as opposed to the reference specimen. The retrofit technique can be easily achieved through a handmade torch and a laser thermometer that simplifies its application in situ.
http://www.jsee.ir/article_240792_d41d8cd98f00b204e9800998ecf8427e.pdf
2018-01-01
Annealing
Iranian Constructional Steel
Seismic Retrofit
Beam-to-Column Connection
Heat Treated Beam Section (HBS)
Mohammad
Bahirai
mbahirai@gmail.com
1
Semnan University, Semnan
LEAD_AUTHOR
Mohsen
Gerami
mgerami@semnan.ac.ir
2
Semnan University, Semnan
AUTHOR
Saleh, A., Mirghaderi, S.R., and Zahrai, S.M. (2016) Cyclic testing of tubular web RBS connections in deep beams. Journal of Constructional Steel Research, 117, 214-226.
1
Tsavdaridis, K.D. and Papadopoulos, Th. (2016) A FE parametric study of RWS beam-to-column bolted connections with cellular beams. Journal of Constructional Steel Research, 116, 92-113.
2
Budhi, L., Sukamta and Partono, W. (2017) Optimization analysis of size and distance of hexagonal hole in castellated steel beams. Procedia Engineering, 171, 1092-1099.
3
Tsavdaridis, K.D., Faghih, F., and Nikitas, N. (2014) Assessment of perforated steel beam to- column connections subjected to cyclic loading. Journal of Earthquake Engineering, 18, 1302-1325.
4
Yang, Q. and Yang, N. (2009) Seismic behaviors of steel moment resisting frames with opening in beam web. J. Constr. Steel Res., 65(6), 1323-1336.
5
Wilkinson, S., Hurdman, G., and Crouther, A. (2006) A moment resisting connection for earthquake resisting structure. J. Constr. Steel Res., 62, 295-302.
6
Mirghaderi, S.R., Torabian, S., and Imanpour, A. (2010) Seismic performance of the accordion web RBS connection. J. Constr. Steel Res., 66, 277-288.
7
Saleh, A., Zahrai, S.M., and Mirghaderi, S.R. (2017) The Tubular Web RBS connection to improve seismic behavior of moment resisting steel frames. Scientia Iranica , 24(6), 2726-2740.
8
Elgaaly, M., Hamlton, R., and Seshadri, A. (1997) Shear strength of beams with corrugated webs. J. Struct. Eng., 122(4), 390-398.
9
Myoungsu, Sh., Kim, S.-P., Halterman, A., and Aschheim, M. (2017) Seismic toughness and failure mechanisms of reduced web-section beams: Phase 1 tests. Engineering Structures, 141, 198-216.
10
Atashzaban, A., Hajirasouliha, I., Ahmady Jazany, R., and Izadinia, M. (2015) Optimum drilled flange moment resisting connections for seismic regions. Journal of Constructional Steel Research, 112, 325-338.
11
Engelhardt, M.D., Fry, G.T., Jones, S.L., Venti, M.J., and Holliday, S.D. (2000) Behavior and Design of Radius-Cut, Reduced Beam Section Connections. SAC/BD-00/17. Sacramento, California, SAC Joint Venture.
12
Lee, C.H., Kim, J.H., Jeon, S.W., and Kim, J.H. (2004) Influence of panel zone strength and beam web connection method on seismic performance of reduced beam section steel moment
13
connections. Proceedings of the CTBUH 2004 Seoul Conference - Tall Buildings for Historical Cities, Council on Tall Buildings and Urban Habitat, Bethlehem, PA.
14
Fema 547 (2006) Techniques for the Seismic Rehabilitation of Existing Buildings. Federal Emergency Management Agency.
15
Civjan, S.A., Engelhardt, M.D., and Gross, J.L. (2000) Retrofit of Pre-Northridge Moment- Resisting Connections. Journal of Structural Engineering, 445-452.
16
Brandon, Ch., Uang, Ch-M., and Chen, A. (2006) Seismic rehabilitation of pre-Northridge steel moment connections: A case study. Journal of Constructional Steel Research, 62(8), 783-792.
17
SAC Joint Venture (2000) Cyclic Response of RBS Moment Connections: Loading Sequence and Lateral Bracing Effects. Rep. No. SAC/BD-00/22.
18
AISC (2011) Specifications for Structural Steel Buildings. American Institute of Steel Construction Inc.
19
Bramfitt, B.L. (1991) Annealing of Steel. Heat Treating. ASM Handbook, vol. 4. ASM International, 42-55.
20
Bahirai, M. and Gerami, M. (2019) Post fire mechanical properties of Iranian structural steel. Submitted to International Journal of Steel Structure.
21
Verhoeven, J.D. (1975) Fundamentals of Physical Metallurgy. Wiley, New York.
22
Popov, E.P., Amin, N.R., Louie, J.C., and Stephen, R.M. (1986) Cyclic behavior of large beam-column assemblies. Eng. J., 23(1), 9-23.
23
ABAQUS (2010) Standard Analysis User's Manual v. 6.10. SIMULIA.
24
ORIGINAL_ARTICLE
Analytical Evaluation of Seismic Sloshing Reduction by Suspended Annular Baffle (SAB) in Cylindrical Floating Roof Liquid Storage Tanks
Sloshing has been known as the main cause of seismic damages to floating roof oil tanks in past earthquakes. In a previous study, conducted by the authors, the employment of a Suspended Annular Baffle (SAB) was introduced as a countermeasure for seismic sloshing reduction, and its efficiency was shown through a series of laboratory tests by shake table on a small cylindrical tank subjected to harmonic excitations with various amplitude and frequencies as well as seismic excitations using input earthquakes. In the present study, an analytical formulation has been developed for obtaining the dynamic response of floating roofs, subjected to sloshing, with and without SAB, based on velocity potential function and Lagrange equations of motion. To show the validity of the analytical solution, the results have been compared with those of the laboratory tests. Comparisons show that the presented analytical formulation is in good agreement with experimental study, so that the prediction of the maximum sloshing heights in cases of harmonic and seismic excitations can be done with more than 95% and 90% precision respectively.
http://www.jsee.ir/article_240793_d41d8cd98f00b204e9800998ecf8427e.pdf
2018-01-01
Earthquake induced sloshing
Floating roof tanks
Suspended Annular Baffle (SAB)
Shaking table test
Convective damping ratio
Seismic passive control in cylindrical tank
Swirling of the floating roof
Lagrange equations
Velocity potential function
Mahmood
Hosseini
hosseini@iiees.ac.ir
1
IIEES
LEAD_AUTHOR
Amirhossein
Soroor
2
IIEES
AUTHOR
Persson, H. and Lonnermark, A. (2004) Tank Fires: Review of Fire Incidents 1951-2003: BRANDFORSK. Project 513-021: SP Sveriges Provnings-och Forskningsinstitut.
1
Cooper, T. (1997) A Study of the Performance of Petroleum Storage Tanks during Earthquakes, 1933â1995. NIST No. GCR 97-720. US Dept. of Commerce, National Institute of Standards and Technology.
2
Yamauchi, Y., Kamei, A. Zama, S. and Uchida, Y. (2006) Seismic design of floating roof of oil storage tanks under liquid sloshing. ASME 2006 Pressure Vessels and Piping/ICPVT-11 Conference. American Society of Mechanical Engineers.
3
Nishi, H. (2008) Experimental Study of Floating Roof Integrity for Seismic Sloshing. API Storage Tank Conference 2008.
4
Yazici, G. and Cili, F. (2008) Evaluation of the Liquid Storage Tank Failures in the 1999 Kocaeli Earthquake.
5
Hatayama, K. (2008) Lessons from the 2003 Tokachi-oki, Japan, earthquake for prediction of long-period strong ground motions and sloshing damage to oil storage tanks. Journal of Seismology, 12(2), 255-263.
6
Hatayama, K. (2013) Sloshing damage to oil storage tanks due to long-period strong ground motions during the 2011 Tohoku, Japan earthquake. 10th International Workshop on Seismic Microzoning and Risk Reduction. Sokairo Hall, GRIPS, Tokyo, Japan, IISEE.
7
Soroor, A. (2018) Reducing the Seismic Sloshing in Cylindrical Floating Roof Storage Tanks by Using Energy Aborbers in Lifelin Engineering Group. Ph.D. Dissertatin submitted to the Structural Eng. Research Center, IIEES.
8
Hosseini, M., Soroor, A., Sardar, A., Jafarieh, F. (2011) A simplified method for seismic analysis of tanks with floating roof by using finite element method: Case study of Kharg (southern Iran) Island tanks. Procedia Engineering, 14, 2884-2890.
9
American Petroleum Institute (2013) API 650, Welded Tanks for Oil Storage.
10
Yumoto, G. (1968) Vibrations of fluid and floating roof of a tank during an earthquake and its prevention equipment. Journal of Japan Society for Safety Engineering, 7(3).
11
Sakai, F., Nishimura, M. and Ogawa, H. (1984) Sloshing behavior of floating-roof oil storage tanks. Computers & Structures, 19(1â2), 183-192.
12
Sakai, F., Inoue, R., Hayashi, S. (2006) Fluid-elastic analysis and design of sloshing in floating-roof tanks subjected to earthquake motions. Pressure Vessels and Piping Conference, ASME, Volume 4: Fluid Structure Interaction, Parts A and B, 1437-1446. doi:10.1115/PVP2006-ICPVT-11-93622.
13
Matsui, T. (2007) Sloshing in a cylindrical liquid storage tank with a floating roof under seismic excitation. Journal of Pressure Vessel Technology, 129(4), 557-566.
14
Matsui, T. (2009) Sloshing in a cylindrical liquid storage tank with a single-deck type floating roof under seismic excitation. Journal of Pressure Vessel Technology, 131(2), 021303-021303-10.
15
Golzar, F.G., Shabani, R., Tariverdilo, S. and Rezazadeh, G. (2012) Sloshing response of floating roofed liquid storage tanks subjected to earthquakes of different types. Journal of Pressure Vessel Technology, 134(5), 051801-051801-13.
16
Goudarzi, M.A. (2013) Seismic behavior of a single deck floating roof due to second sloshing mode. Journal of Pressure Vessel Technology, 135(1), 011801.
17
Goudarzi, M.A. (2014) Attenuation effects of a single deck floating roof in a liquid storage tank. Journal of Pressure Vessel Technology, 136(1), 011802.
18
Goudarzi, M.A. (2015) New design method to evaluate the seismic stress of single deck floating roof for storage tanks. Earthquake Spectra, 31(1), 421-439.
19
Goudarzi, M.A. (2015) Seismic design of a double deck floating roof type used for liquid storage tanks. Journal of Pressure Vessel Technology, 137(4), 041302.
20
Hosseini, M., Goodarzi, M. and Soroor, A. (2016) Reducing the Seismic Response of Cylindrical Storage Single-Deck Floating Roof Tanks Based on Decreasing the Sloshing Height. International Institute of Earthquake Engineering and Seismology (IIEES), Tehran, Iran.
21
Clough, R.W. and Penzien, J. (1975) Dynamics of Structures. McGraw-Hill.
22
Burden, R. and Faires, J. (2010) Numerical Analysis. Cengage Learning.
23
ORIGINAL_ARTICLE
Seismic Behavior of Studded Steel Coupling Beam Linked to RC Shear Wall
Steel coupling beams are increasingly used in coupled wall systems in medium to high rise buildings for high seismic prone areas. Recent investigations focused on interactions between steel coupling beams and reinforced concrete wall in connection region. However, due to lack of data, effect of studs practically utilized in connection zone is not fully understood. Therefore, the major variable in the experimental test includes studs on beam flanges. On the other hand, the test complemented on specimen only considered one half of steel coupling beam and an individual wall, which is different from actual conditions of coupled walls. To address the gap in the previous study, the effects of this difference and concentrated transverse reinforcement around the connection zone investigated through finite element modeling. Results showed that the application of studs could decrease the required embedment length in wall face if reinforcement around the embedded beam were properly placed. The findings proved that tests half assembly of coupled walls in comparison with total assembly have considerably underestimate results.
http://www.jsee.ir/article_240794_d41d8cd98f00b204e9800998ecf8427e.pdf
2018-01-01
Steel coupling beam
Hybrid structures
Experimental program
finite element analysis
Mohammad A.
Nahvinia
1
IIEES
AUTHOR
Abbas Ali
Tasnimi
tasnimi@modares.ac.ir
2
Tarbiat Modares University
LEAD_AUTHOR
ACI211-91 (2002) Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete. American Concrete Institute committee, 211 (Reapproved) 1-38.
1
ACI 318 (2014) Building Code Requirements for Structural concrete and Commentary. American Concrete Institute; Farmington Hills, MI, USA.
2
AISC (2010) Seismic Provisions for Structural Steel Buildings. American Institute of Steel Construction, Chicago, USA.
3
ASTM A370 - 12a (2012) Standard Test Methods and Definitions for Mechanical Testing of Steel Products. ASTM strandard, West Conshohocken, PA, USA.
4
ASTM C39/C39M-17a (2017) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens. ASTM strandard; West Conshohocken, PA, USA.
5
Bengar, H.A., and Aski, R.M. (2016) Performance-based evaluation of RC coupled shear wall system with steel coupling beam. Steel Compos. Struct., 20(2), 337-355.
6
Cheng, M.Y., Fikri, R., and Chen, C.C. (2015) Experimental study of reinforced concrete and hybrid coupled shear wall systems. Eng. Struct., 82(1), 214-225.
7
Code 2800 (2014) Iranian Code of Practice for Seismic Resistant Design of Buildings 2800. Terhan, Iran.
8
CEB-FIP (1993) CEB-FIP Model Code 1990. Comite Euro-International Du Beton, Lausanne, Switzerland.
9
El-Tawil, S., Harries, K.A., Fortney, P.J., Shahrooz, B.M., and Kurama, Y. (2010) Seismic Design of Hybrid Coupled Wall Systems: State of the Art. J. Struct. Div., ASCE, 136(7), 755-769.
10
Farsi, A., Keshavarzi, F., Pouladi, P., and Mirghaderi, R. (2016) Experimental study of a replaceable steel coupling beam with an end-plate connection. J. Constr. Steel Res., 122, 138-150.
11
Fortney, P.J., Shahrooz, B.M., and Rassati, G.A. (2007a) Large-Scale Testing of a Replaceable âFuseâ Steel Coupling Beam. J. Struct. Div. ASCE, 133(12), 1801-1807.
12
Fortney, P.J., Shahrooz, B.M., and Rassati, G.A. (2007b) Seismic performance evaluation of coupled core walls with concrete and steel coupling beams. Steel Compos. Struct., 7(4), 279-301.
13
Gong, B. and Shahrooz, B.M. (2001a) Concrete-steel composite coupling beams. II: Subassembly testing and design verification. J. Struct. Div. ASCE, 127(6), 632-638.
14
Gong, B., and Shahrooz, B.M. (2001b) Concrete-steel composite coupling beams. I: Component Testing. J. Struct. Div. ASCE, 127(6), 625-631.
15
Han, L.H., Yao, G.H., and Tao, Z. (2007) Performance of concrete-filled thin-walled steel tubes under pure torsion. Thin-Walled Struct., 45(1), 24-36.
16
Harries, K.A., Mitchell, D., Redwood, R.G., and Cook, W.D. (1997) Seismic design of coupling beams - a case for mixed construction. Can. J. Civ. Eng., 24(3), 448-459.
17
Harries, K.A., Gong, B., and Shahrooz, B.M. (2000) Behavior and design of reinforced concrete, steel, and steel-concrete coupling beams. Earthq. Spectra, 16(4), 775-799.
18
Harries, K.A., Mitchell, D., Cook, W.D., and Redwood, R.G. (1993) Seismic response of steel beams coupling concrete walls. J. Struct. Div., ASCE, 119(12).
19
Marcakis, K., and Mitchell, D. (1980) Precast concrete connections with embedded steel members. J. Prestress. Concr. Inst., 25(4), 88-116.
20
Mattock, A.H., and Gaafar, G.H. (1982) Strength of embedded steel sections as brackets. J. Proc., 79(2), 83-93.
21
Motter, C.J. (2014) Large-Scale Testing of Steel Reinforced Concrete (SRC) Coupling Beams Embedded into Reinforced Concrete Shear Walls. Ph.D. Dissertation, University of California, Los Angeles.
22
Motter, C.J., Fields, D.C., Hooper, J.D., Klemencic, R., and Wallace, J.W. (2016a) Steel-reinforced concrete coupling beams. I: Testing. J. Struct. Div., ASCE, 143(3), 14-25.
23
Motter, C.J., Fields, D.C., Hooaper, J.D., Klemencic, R., and Wallace, J.W. (2016b) Steel-reinforced concrete coupling beams. II: Modeling. J. Struct. Div., ASCE, 143(3), 1-13.
24
Pallars, L., and Hajjar, J.F. (2010a) Headed steel stud anchors in composite structures, Part II: Tension and interaction. J. Constr. Steel Res., 66(2), 213-228.
25
Pallars, L., and Hajjar, J.F. (2010b) Headed steel stud anchors in composite structures, Part I: Shear. J. Constr. Steel Res., 66(2), 198-212.
26
Park, W.S., and Yun, H.D. (2005) Seismic behaviour of steel coupling beams linking reinforced concrete shear walls. Eng. Struct., 27(7), 1024-1039.
27
Park, W.S., Yun, H.D., Chung, J.Y., and Kim, Y.C. (2005) Experimental studies on seismic behavior of steel coupling beams. Struct. Eng. Mech., 20(6), 695-712.
28
Shahrooz, B.M., Remmetter, M., and Quin, F. (1993) Seismic design and performance of composite coupled walls. J. Struct. Div., ASCE, 119, 3291-3309.
29