ORIGINAL_ARTICLE
Effect of Connection’s Type on The Transferring of Dead and Live Loads for Prestressed Concrete Bridges
On recent fifty years, using pre-stressed concrete for construction of continuous bridges with constant or variable cross section has a large spread. One of important objects in design is the way of connecting deck to piers that is done mostly by means of bearings. In the case of using neoprene bearings, There are three kinds of deck-pier connection; Simple, semi-rigid and rigid connections. Desired performance against environmental conditions, possibility of sliding, and finite movement of deck are of important properties for neoprene bearings. Bearing lines’ number and the effect of connection construction in load transferring, stress distribution in bridge piers and the ratio of bending moment to axial force transferred, are surveying in this research. Models, contain four spans continuous pre-stressed concrete bridges with various span lengths, and are analyzed by Finite Element Method and using ABAQUS analyzer. After analysis performance, models with different kinds of connection are compared. With assuming smeared crack performance for concrete,elastic for neoprene and elastic-prefect plastic for steel, analysis is done and for each model, load transfer is surveyed. Results of analysis show the effective role of distance variation of two rows of bearings, in comparison with their thickness effect. In addition, analysis results insist on optimum design for bearings, to have a safe and controlled load transfer.
https://ceej.aut.ac.ir/article_102_8efe7105b9fd4550c3329d4635885dd9.pdf
2013-02-19
1
9
10.22060/ceej.2013.102
Neoprene
Simple connection
semi rigid connection
continuous connection
Mansour
Sharif
mansoursharif@aut.ac.ir
1
نویسنده مسئول و کارشناس ارشد عمران؛ دانشکده عمران و محیط زیست؛ دانشگاه صنعتی امیرکبیر
LEAD_AUTHOR
Alireza
Rahai
rahai@aut.ac.ir
2
استاد دانشکده عمران و محیط زیست؛ دانشگاه صنعتی امیرکبیر
AUTHOR
Saman
Hedjazi
sam_hedjazi@yahoo.com
3
دکترای عمران؛ دانشکده عمران و محیط زیست؛ دانشگاه صنعتی امیرکبیر
AUTHOR
[1]رهایی، علیرضا؛ فیروزی، افشین؛ بررسی عملکرد آسیب پذیری و بهسازی پلها، انتشارات دانشگاه صنعتی امیرکبیر، تهران، 1384.
1
[2]طاحونی، شاپور؛ طراحی پل، انتشارات دانشگاه تهران، تهران، 1387.
2
[3]Saadeghvaziri, M. and Yazdani-Motlagh A.R.; ”Seismic behavior and capacity/demand analyses of three multi-span simply supported bridges”, Engineering structures ,Vol.30,pp.54-66, 2008.
3
[4]Huth, O. and Khbeis H. ; “Pot bearings behavior after 32 years of service: In situ and laboratory tests”,Engineering structures,Vol.29,pp.3352-3363, 2006.
4
[5]Dicleli M.; ”Simplified seismic analysis of a class of regular steel bridges”, Engineering structures, Vol.24, pp.1409-1422, 2002.
5
[6]Tonias, Dimitrios.E.; Bridge engineering : design , rehabilitation and maintenance of modern highway bridges, Second edition, McGraw-Hill, 2007.
6
[7]Jangid R.S. ; ”Optimum lead–rubber isolation bearings for near-fault motions”, Engineering structures ,Vol.29,pp.2503-2513, 2007.
7
[8]Tsai, M. and Wu, S. and Chang, K. and Lee, G. ; ”Shaking table tests of a scaled bridge model with rolling-type seismic isolation bearings”, Engineering structures ,Vol.29 , pp.694-702, 2004.
8
[9]Chen, Wai-Fah, Duan, Lian; Bridge engineering: Substructure design, First edition, CRC, 2003.
9
[10]Mathivat, Jacques; Construction Par Encorbellement Des Ponts En Beton Precontaint, Editions Eyrolle, 1979.
10
ORIGINAL_ARTICLE
Influence of the Fuse Sliding Stength on the Ultimate Capacity of the Engineered Fused Infills By Finite Element Method
Infills have considerable effects on seismic behavior of buildings and should be considered in the analysis or be isolated from the containing frames. Despite, most types of infills cannot be regarded as engineered elements, specially for the lack of sufficient ductility and normally ignored in the analysis phase. Recently a new type of infill is proposed, that has a frictional fuse at the mid-height. High ductility of such infill has been confirmed through experimental studies. In this paper finite element analysis results of the fused infills are presented to study the relation between their ultimate capacities and the fuse sliding strengths. For this ABAQUS 6.8-1 was applied after being confirmed by the experimental results. The obtained results show that the infill ultimate strength rises by increasing the fuse sliding strength, however will remains constant after a certain amount, depending on the infill propertie. Moreover, infills and frames will behave in their optimum capacities when such infills are applied in the frame.
https://ceej.aut.ac.ir/article_104_0ecdeb8099bddaa91f8b6c64d00013e7.pdf
2013-02-19
11
22
10.22060/ceej.2013.104
Engineered infill
sliding fuse
Ultimate strength
finite element
Majid
Mohammadi
ghazimahalleh@gmail.com
1
نویسنده مسئول و استادیار، پژوهشکده مهندسی سازه، پژوهشگاه بین المللی زلزله شناسی و مهندسی زلزله
LEAD_AUTHOR
Kamyar reza
Riazi
2
دانشجوی کارشناسی ارشد، دانشگاه آزاد اسلامی واحد علوم تحقیقات تهران
AUTHOR
[1]اصفهانی، محمدرضا، "مکانیک شکست بتن" ، انتشارات دانشگاه امیر کبیر (پلی تکنیک تهران)، چاپ اول، ۱۳۸۶
1
[2] دستور العمل بهسازی لرزه ای ساختمانهای موجود، نشریه شماره ۳۶۰ ، معاونت امور فنی، دفتر امور فنی، تدوین معیارها و کاهش خطرپذیری ناشی از زلزله، سازمان مدیریت و برنامه ریزی کشور، ۱۳۸۵
2
[3] ریاضی کامیاررضا ، "تحلیل المان محدود و ارائه فرمولی برای محاسبه مقاومت نهایی میانقاب مهندسی دارای فیوز لغزان"، پایان نامه کارشناسی ارشد، دانشگاه آزاد اسلامی واحد علوم تحقیقات تهران، ۱۳۹۰
3
[4] محمدی ، مجید ، "بررسی رفتار و راه های تنظیم میانقاب مهندسی" ، با همکاری وحید اکرمی ، پروژه ، پژوهشگاه بین . المللی زلزله شناسی و مهندسی زلزله ، ۱۳۸۷
4
[5] مقررات ملی ساختمان ایران، "مبحث دهم: طرح و اجرای ساختمان های فولادی"، دفتر تدوین و ترویج مقررات ملی ساختمان، معاونت امور مسکن و ساختمان، وزارت مسکن . و شهرسازی، ۱۳۸۷
5
[6]Amjad J. Aref and Woo-Young Jung, “Energy- Dissipating Polymer Matrix Composite-Infill Wall System for Seismic Retrofitting”, Journal of Structural Engineering, Vol. 129, No. 4, pp. 440-448, 2003.
6
[7]Amjad J Aref, “Advanced Composite Multi-infill Panels for Seismic Retrofit”, Conference Proceeding Paper, Structures 2001: A Structural Engineering Odyssey, Section: 14, Chapter: 5, pp. 1-13, 2001.
7
[8]Building Code Requirements for Structural Concrete(ACI 318-08) and Commentary, 2008.
8
[9]FEMA-356, Prestandard and Commentary for the Siesmic Rehabilition of Buildings, FEDERAL EMERGENCY MANAGEMENT AGENCY, 2000.
9
[10]Job Thomas and Ananth Ramaswamy, “Mechanical Properties of Steel Fiber-Reinforced Concrete”, JOURNAL OF MATERIALS IN CIVIL ENGINEERING, ASCE, 2007.
10
ORIGINAL_ARTICLE
Study Of The Effect Of Opening On The Behaviour Of Composite Steel-Concrete Diaphragms In Low-rise Steel Structures
The most important function of structural diaphragms is to support and transmit gravity loads to vertical structural elements such as columns. In addition, diaphragms play an important role in collecting lateral loads at specific elevations and distributing them to the lateral resistance system. Thus, in-plane behaviour of diaphragms can be considered for structural analysis and design of structural elements and securing the optimum seismic performance of the structure. In order to investigate structural behaviour of composite steel-concrete diaphragms in low-rise steel structures, one to six storey steel structures with planar aspect ratios of one, three and five with different areas of openings have been analysed by the ETABS code. Results from response spectrum dynamic analysis indicate that the assumption of rigid diaphragms in the studied structures, in particular in the lower floors, is inappropriate. Diaphragms with openings of 20 to 50 percent of area have a flexible behaviour. An opening area of more than 20 percent increases the natural frequency of the structure; hence, necessity for an expansion joint.
https://ceej.aut.ac.ir/article_106_6bedf6b1851c66f747269f0a0d2c201a.pdf
2013-02-19
23
35
10.22060/ceej.2013.106
Composite diaphragm
Opening
In-plane behaviour
Rigidity
Response spectrum analysis
Mehrdad
Hejazi
mm.hejazi@yahoo.com
1
نویسنده مسئول و دانشیار مهندسی سازه، دانشگاه آزاد اسلامی، واحد نجف آباد، دانشکده مهندسی عمران،
LEAD_AUTHOR
Parham
Memarzadeh
parham_memarzadeh@yahoo.com
2
استادیار مهندسی سازه، دانشگاه آزاد اسلامی، واحد نجف آباد، دانشکده مهندسی عمران
AUTHOR
Mohammadali
Sobhani Foroushani
m.sobhani@sci.iaun.ac.ir
3
دانشآموختهی کارشناسی ارشد مهندسی سازه، دانشگاه آزاد اسلامی، واحد نجف آباد، دانشکده مهندسی عمران،
AUTHOR
[1]اوشک سرایی، رضا (مترجم)، ”کتاب مرجع طراحی سازهها . در برابر زلزله“، جلد دوم، انتشارات دانشگاه گیلان، ۱۳۷۴
1
[2]Muto, K. A., “Seismic Design Analysis of Buildings”, Maruzen Ltd., Tokyo, pp. 241-260, 1974.
2
[3]Saffarini, H. S., and Qudaimat, M. M., “In-Plane Floor Deformations in RC Structures”, Journal of Structural Engineering, ASCE, Vol. 118, No. 1, pp. 3098-3102,November 1992.
3
[4]Colina, J. D. L., “In-Plane Floor Flexibility Effects on Torsionally Unbalanced Systems”, Earthquake Engineering and Structure Dynamics, Vol. 28, pp. 1705-1715, June 1999.
4
[5]Joel, M. B., Mary, B. D., “Diaphragm Effects in Rectangular Reinforced Concrete Buildings”; ACI Structural Journal, Vol. 101, No.5, pp. 615-624,September-October 2004.
5
[6]Lee, D. G., Kim, D. K. and Ahn, S. K., “Efficient Seismic Analysis of Building Structure Including Floor Slabs”, Engineering Structures, Vol.27, pp. 675-684,2005.
6
[7]Lam, D., and Fu, F., “Experimental Study on Semi- Rigid Composite Joints with Steel Beams and Precast Hollowcore Slabs”, Journal of Constructional Steel Research, Vol. 62, pp. 771-782, 2006 .
7
[8]Ji, T., and El-Dardiry, E., “Modeling of the Dynamic Behaviour of Profiled Composite Floors”, Engineering Structures , Vol. 28, pp. 567-579, 2006.
8
[9]Tokoro, K. T., Anderson, J. C. and Bertero, V. V., “Uncertainties in Determining Diaphragm Flexibility”, Proceeding of the 13th World Conference on Earthquake Engineering, Vol. 1, pp. 565-580, Canada, August 2004.
9
[10]Rodriguez, M. E., Restrepo, J. I., and Carr, A. J., “Earthquake-Induced Floor Horizontal Accelerations in Buildings”, Earthquake Engineering and Structural Dynamics, Vol. 31, pp. 643-718, 2002.
10
[11] کمیته دائمی بازنگری آیین نامه طراحی ساختمانها در برابر زلزله، ”آیین نامه طراحی ساختمانها در برابر زلزله -. استاندارد ۲۸۰۰ “، ویرایش سوم، تابستان ۱۳۸۶
11
[12]Salmon C. G., Johnson J. E., “Steel Structures: Design and Behavior”, 5th ed., Prentice-Hall, New York, 2009.
12
[13]دفتر تهیه و ترویج مقررات ملی ساختمان، ”مبحث دهم: طرح. و اجرای ساختمان های فولادی“، نشر توسعه ایران، ۱۳۸۷
13
[14] حجازی، مهرداد؛ معمارزاده، پرهام؛ سبحانی، محمدعلی، ”بررسی رفتار دیافراگم مرکب فولادی – بتنی در سازههای فولادی کوتاه مرتبه“، مجموعه مقالات کنفرانس بینالمللی . سبک سازی و زلزله، دانشگاه شهید باهنر کرمان، ۱۳۸۹
14
ORIGINAL_ARTICLE
Ductility Performance of Heavily Steel Reinforced Concrete Flexural Members with High Strength Concrete
The nature of fracture in reinforced high strength concrete (HSC) members is brittle and therefore in the seismic areas the ductility investigation of heavily reinforced HSC members is important. Six reinforced HSC beams with different percentage of tensile and high compression bars with attaching electrical strain gauges cast and loaded experimentally up to failure. During the test, the strains on the concrete middle face and on the tension and compression bars along with deflection at different points of the span length measured. Ductility of doubly reinforced members was compared with the singly reinforced members. The theoretical results based on ACI and CSA codes have been compared with the experimental results. In this paper, the displacement and curvature ductility of such members are also reported.
https://ceej.aut.ac.ir/article_108_0ed4d16a04c003839ae9aaff544f0aa7.pdf
2013-02-19
37
46
10.22060/ceej.2013.108
Ductility
HSC
heavily reinforced members
codes
Yaser
Sharifi
1
نویسنده مسئول و استادیار گروه مهندسی عمران، دانشکده فنی، دانشگاه ولیعصر رفسنجان
LEAD_AUTHOR
Aliakbar
Maghsoudi
maghsoudi.a.a@mail.uk.ac.ir
2
دانشیار گروه مهندسی عمران، دانشکده فنی، دانشگاه شهید باهنر کرمان
AUTHOR
[1]تاریویردیلوی اصل، سعید.، "بررسی تجربی و تئوریک پارامترهای موثر در شکل پذیری اعضاء خمشی بتن مسلح"، پایان نامه کارشناسی ارشد، دانشگاه صنعتی شریف، تهران، ١٣٧٣
1
[2] مقصودی، علی اکبر.، قنبری ننیز، فرهاد.، محمد حسنی، محمد.، "شکل پذیری تیرهای بتن مسلح دارای بتن با مقاومت بالا ی کم آرمه" اولین کنگره ملی مهندسی ، عمران، دانشگاه صنعتی شریف، تهران، کد مقاله ١٠٢١ .١٣٨٣
2
[3]مقصودی، علی اکبر، شٌکل پذیری سازه های بتن آرمه ویژه مناطق زلزله خیز ،ٌ انتشارات دانشگاه شهید باهنر . کرمان، ١٣٧٥
3
[4]مقصودی، علی اکبر، اکبرزاده بنگر، حبیب آٌنالیز شکل پذیری تیرهای محصور شده دارای بتن مقاومت بالاٌ اولین کنگره مهندسی عمران، دانشگاه صنعتی شریف،تهران، ١٣٨٣ ، کد مقاله ١٠٢٤
4
[5]Ashour, A.A., “Effect of Compressive Strength and Tensile Reinforcement Ratio on Flexural Behavior of High-Strength Concrete Beams,” Engng. Struct. J.,2000, pp. 413-423.
5
[6]Mattock, A.H., “The Rotational Capacity of Hinging Region in Reinforced Concrete Beams", Proceedings of the International Symposium on Flexural Mechanics of Reinforced Concrete, ASCE-ACI,Miami, Nov., 1964, pp. 143-181.
6
[7]Corley, W.G., “Rotational Capacity of Reinforced Concrete Beams,”Proc-American of Civil Engineers, J.Struct, Div. 92(ST5), 1966.
7
[8]Tsong, Y., Yue, L.H., Jaw, W.T., “Amelioration of Sttirrup and Compression Reinforcement on the Ductility of Reinforced High-Strength Concrete Beam,” Proceeding of the sessions related to seismic engineering and structures congress, San Francisco,
8
CA., 1989, pp. 569-604.
9
[9]Blume, J.A., Newmark, N.M., and Coring, L.H., “Design of Multi Story reinforced Concrete Buildings for Earthquake Motions,” Portland Cement Association, 1961.
10
[10] ACI Committee 363, “Review of ACI Code for Possible Revisions for High-Strength Concrete,”American Concrete Institute, Detroit, 2005.
11
[11]CSA Technical Committee, “Design of Concrete Structure for Buildings,” CAN3-A23.3-M94, Canadian Standards Association, Rexdale, Ontario,2004.
12
ORIGINAL_ARTICLE
Probabilistic Seismic Demand Assessment of Steel Moment Frames with Sideplate Connections
Seismic performance of steel moment frames with side-plate connections has been investigated with emphasis put on earthquake uncertainties. Based on experimental and finite element results, a connection model was proposed and calibrated to represent the side-plate connection behavior. Afterwards, some two-dimensional moment frames were adopted from the designed three-dimensional frame structures which were modeled incorporating the established connection model. To reflect the uncertainties associated with earthquakes, the incremental dynamic analysis procedure was performed. The procedure outcomes, which consist of more than 1500 nonlinear dynamic analyzes, were used to investigate the structures performance in terms such “limit-state frequencies” and “seismic demand hazard curve”. The quantified performances may be used in comparing the studied structures with similar other structures and also as a crisis to the prescriptions issued by design guidelines for the structures under consideration.
https://ceej.aut.ac.ir/article_109_d2d28779711100fdad29b60333f3272b.pdf
2013-02-19
47
64
10.22060/ceej.2013.109
Steel Moment Frame
sideplate connection
Performance-based earthquake engineering
Incremental dynamic analysis
limit state frequency
seismic demand hazard curve
Mehdi
Banazadeh
mbanazadeh@aut.ac.ir
1
نویسنده مسئول و استادیار دانشگاه صنعتی امیرکبیر؛ دانشکده عمران ومحیط زیست؛ تهران ‐ خیابان حافظ شمالی
LEAD_AUTHOR
Seyed alireza
Jalali
2
دانشجوی دکترای مهندسی سازه؛ دانشگاه صنعتی امیرکبیر؛ دانشکده عمران ومحیط زیست
AUTHOR
[1]شیراوند، محمودرضا؛ “اصلاح اتصالات ممان بر متعارف شکل و ستون دوبل با استفاده از صفحات کناری”، I برای تیر . پایان نامه کارشناسی ارشد، دانشگاه صنعتی امیرکبیر، ١٣٨٣
1
[2] شیراوند، محمودرضا؛ “بررسی آزمایشگاهی مقاومسازی اتصال گیردار تیر به ستون دوبل در مقابل زلزله برای پلهایفولادی با دهانه کوتاه ”، فصلنامه انجمن مهندسین عمران .١٣٨٥ .٦٩)‐ اساس(، سال نهم، شماره بیست و دوم، ٦١
2
[3] مهدوی عادلی، م.، "تعیین طیف خطر یکنواخت و طیف طراحی ساختگاه"، پایان نامه کارشناسی ارشد، دانشگاه صنعتی
3
. امیرکبیر، ١٣٨٣
4
[4] یخچالیان، منصور؛ “بررسی رفتار سیکلی اتصالات خمشی دوطرفه با صفحات کناری و ستون دوبل ”، پایان نامه . کارشناسی ارشد، دانشگاه صنعتی امیرکبیر، ١٣٨٥
5
[5]AISC, American Institute of Steel Construction, Specifications for Structural Steel Buildings, Chicago,Illinois, March, 2005.
6
[6]AISC, American Institute of Steel Construction, Seismic Provisions for Structural Steel Buildings, Chicago,Illinois, March, 2005.
7
[7]Altoontash, A., “Simulation and Damage Models for Performance Assessment of Reinforced Concrete Beam-Column Joints”, Ph.D. Thesis, Stanford University,2004.
8
[8]ATC, Applied Technology Council, ATC 63: Quantification of Building System and Response Parameters, Redwood City, California, 2007.
9
[9]Federal Emergency Management Agency, FEMA 350: Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings, SAC Joint Venture,Sacramento, California, 2000.
10
[10]Ibarra, L.F., Medina, R.A., and Krwinkler, H., “Hysteretic models that incorporate strength and stiffness deterioration”, Earthquake Engineering and Structural Dynamics, 34, 2005, 1489–1511.
11
[11]“OpenSees - Open System for Earthquake Engineering Simulation.” 2010 June 1,<http://opensees.berkeley.edu/>.
12
[12]UBC, Uniform Building Code, "International Conference of Building Officials", Whittier, California, 1997.
13
[13]Vamvatsikos, D; Cornell, C. A.; “Incremental dynamic analysis”, Earthquake Engineering and Structural
14
Dynamics, 31 (3), 491–514, 2002.
15
ORIGINAL_ARTICLE
Modification of a Critical-state Constitutive Model for the Prediction of Inherent Anisotropy in Sands
A critical state constitutive model for sands was previously developed with emphasis on capturing the main aspects of the behavior of loose liquefiable sands. The model, which was presented in detail in previous publications, was formulated and verified for various drained and undrained loadings of sands under monotonic conditions. However, in order to enable the model to predict the behavior of in-situ soils, which often exhibit strong inherent anisotropy, it was found important to extend the model formulation such that it will also be able to predict the behavior of sands with strong anisotropy. In this paper, it is shown that by adding a new anisotropy parameter to the model, it is possible to simulate the behavior of strongly anisotropic sands. The anisotropy parameter depends on sand fabric and loading condition. Ability of the modified model to account for soil inherent anisotropy is verified by comparing observed and predicted responses of inherently anisotropic sand subjected to various loadings.
https://ceej.aut.ac.ir/article_110_228752fd734891b041d6576ea86c6e21.pdf
2013-02-19
65
74
10.22060/ceej.2013.110
Constitutive modeling
Anisotropy
Numerical Analysis
Sand behavior
Rozbeh
Rasouli
rouzbeh_rasouli63@yahoo.com
1
نویسنده مسئول و کارشناس ارشد مهندسی عمران، دانشکده مهندسی عمران و محیط زیست، دانشگاه صنعتی امیرکبیر؛
LEAD_AUTHOR
seyed mohammad reza
Rasouli
rimam@aut.ac.ir
2
استادیار، دانشکده مهندسی عمران و محیط زیست، دانشگاه صنعتی امیرکبیر
AUTHOR
vahid
masomifar
vmasomi@gmail.com
3
کارشناس ارشد مهندسی عمران، دانشکده مهندسی عمران و محیط زیست، دانشگاه صنعتی امیرکبیر
AUTHOR
[1]Been, K., Jefferies, M.G., and Hachey, J.(1991), ” The critical state of sands”, Geotechnique, 41(3): 365–381.
1
[2]Brewer, R. (1964),”Fabric and mineral analysis of soils”, Wiley, New York.
2
[3]Chang, K. T. and Sture, S. (2006). ”Microplane modeling of sand behavior under non-proportional loading ”, Computers and Geotechnics, Vol. 33, pp.177-178.
3
[4]Curray, J. R. (1956), ‘‘Analysis of two-dimensional orientation data.’’ J.Geol., 64, 117–131.
4
[5]Imam, R. (1999) “Constitutive modeling of anisotropic sands for the analysis of static liquefaction” Ph D thesis, University of Alberta.
5
[6]Imam, S.M.R., Chan, D.H., Robertson, P.K., and Morgenstern, N.R. ( 2002),”effect of anisotropic Yielding on the flow liquefaction of loose sand”, Soil sand Foundations, Vol. 42(3): 33–45.
6
[7]Imam, S.M.R., Morgenstern, N.R., Robertson, P.K., and Chan, D.H.( 2005),”A Critical-State constitutive model for liquefiable sand”, Canadian Geotechnical Journal, 42, pp. 830-855.
7
[8]Lashkari (2009). ”A constitutive model for sand liquefaction under rotational shear ”, Iranian Journal of Science & Technology, Transaction B, Engineering,Vol. 33, No. B1, pp 31-48.
8
[9]Li, X.S. and Dafalias Y.F. (2002), “Constitutive Modeling of Inherently Anisotropic Sand Behavior” ,Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 128, No. 10 868-880.
9
[10] Miura, S. and Toki, S. (1984),”Anisotropy in Mechanical Poperties and its Simulation of Sands Sampled From Natural Deposits”, Soils and Foundations Vol. 24, No 3, 69-84.
10
[11]Oda, M. (1972),” Initial fabrics and their relations to mechanical properties of granular material”, Soils Fdns 12, No. 1, 17-36.
11
[12]Oda, M., and Nakayama, H. (1988) ‘‘Introduction of inherent anisotropy of soils in the yield function.’’Micromechanics of granular materials, M. Satake and J. T. Jenkins, eds., Elsevier, Amsterdam, 81–90.
12
[13]Oda, M. (1999) ‘‘Fabric tensor and its geometrical meaning.’’ Introduction to mechanics of granular materials, M. Oda and K. Iwashita, eds., A.A.Balkema, Rotterdam, The Netherlands, 27–35.
13
[14]Sadrnejad, S. A. (2007). ”A general multi-plane model for post liquefaction of sand”, Iranian Journal of Science &Technology, Transaction B: Engineering,Vol. 31, No. B1, pp. 123-141.
14
[15]Shibuya S. and Hight, D. W. (1987),” On the stress path in simple shear” Geotechnique, 37(4): 511-515.
15
[16]Yang, Z. X., Li, X. S. & Yang, J. (2008), ”Quantifying and modeling fabric anisotropy of granular soils” ,Géotechnique, Vol. 58, No. 4, pp. 237-248.
16
[17]Yoshimine, M. (1996),”Undrained flow deformation of saturated sand under monotonic loading conditions”, Ph.D. thesis, University of Tokyo, Tokyo,Japan.
17
ORIGINAL_ARTICLE
Polypropylene _ Steel Fiber Reinforced Concrete
Fiber reinforced concrete (FRC) has been used widely due to its advantages over plain concrete such as high energy absorption, post cracking behavior, flexural and impact strengths, arresting shrinkage crack. This research discusses the effect of increasing the percentage of polypropylene fiber on flexural toughness and strength of FRC. Three percentages of polypropylene fiber were substituted in 1% steel fiber reinforced concrete (SFRC). Finally, the mechanical properties of three types of hybrid fiber reinforced concretes were compared with each other and with steel fiber reinforced concrete by measuring their flexural toughness and flexural strength. A four-point bending test was adopted to determine the effect of hybrid fibers on crack arresting and post crack behavior. The research results show that the more the percentage of polypropylene fiber which is substituted in SFRC is, the less the amount of energy absorption and flexural toughness with FRC will be.
https://ceej.aut.ac.ir/article_112_0a561deef25290e55f72ed0ce7ce5708.pdf
2013-02-19
75
83
10.22060/ceej.2013.112
Hybrid fiber reinforced concrete
Flexural Strength
Flexural toughness
Steel Fiber
polypropylene fibers
Aliakbar
Ramezanianpour
aaramce@aut.ac.ir
1
استاد دانشکده عمران دانشگاه صنعتی امیرکبیر، رئیس مرکز تحقیقات تکنولوژی و دوام بتن
AUTHOR
Panteh a
RashidDadash
pnt_rashidi@yahoo.com
2
نویسنده مسئول و دانشجوی کارشناسی ارشد دانشکده عمران دانشگاه صنعتی امیرکبیر، مرکز تحقیقات تکنولوژی و دوام بتن؛
LEAD_AUTHOR
[1]N.Banthia, N. Nadakumar; “Crack growth resistance of hybrid fiber cement composite”, cement and concrete composite, p.p. 3-9, 2003
1
[2]N.Banthia , M .Sappakittipakom; “Toughness enhancement in steel fiber reinforced concrete through fiber hybridization”, Cement and Concrete Research, p.p. 1366-1372, 2007
2
[3]P.L. Walton, A.J. Majumdar; “Cement-based composites with mixtures of different types of fiber”,Cement and Concrete Composites, p.p. 209–216,1975
3
[4]G. Xu, S. Magnani, D.J. Hannant; “Durability of hybrid polypropylene–glass fiber cement corrugated sheets”, Cement and Concrete Composites, p.p. 79–84, 1978
4
[5]N. Banthia, A. Moncef, K. Chokri, J. Sheng ; “ Uniaxial tensile response of microfiber reinforced cement composites ”, Journal of Materials and Structures, RILEM 28 (183), p.p. 507–517, 1995
5
[6]S.P. Shah ; “Do fibers increase the tensile strength of cement-based matrices ”, ACI Materials Journal,RILEM 88 (6), p.p. 595–602, 1991.
6
[7]Qian. CX, Stroeven.P; “Development of hybrid polypropylene–steel fiber reinforced concrete ”,Cement and Concrete Research, p.p. 63-90, 2000..
7
[8]M. Glavind, T. Aarre; “High-strength concrete with increased fracture toughness ”, Materials Research Society Symposia Proceedings, vol. 211, p.p39–46,1990.
8
[9]ACI Committee 544; “ State_Of_The art report on fiber reinforced concrete”, American Concrete Institute, 2002.
9
[10]ASTM C 1018; “ Standard Test Method for Flexural Toughness and First Crack Strength of Fiber Reinforced Concrete (Uing Beam With Third-Point Loading)”, American Society for Testing and Materials, 1990.
10
[11]ASTM C 1609; “ Standard Test Method for Flexural Performance of Fiber-Reinforced Concrete (Using Beam With Third-Point Loading)”, American Society for Testing and Materials, 2010
11
[12]Piti Sukontasukkul; “ Toughness Evaluation of Steel and Polypropylene Fibre Reinforced Concrete Beams under Bending ”, ThammasaItnt, J.Sc.Tech, Vol. 9,No. 3, 2005.
12
[13]Shaikh Faiz Uddin Ahmed, Mohamed Maalej, P. Paramasivam ; “ Mechanical properties of hybrid fiber-reinforced concrete at low fiber volume fraction”, Construction and Building Materials, 21,p.p1088–1097, 2007.
13
[14]Wu Yao, Jie Lib, Keru Wu; “ Mechanical properties of hybrid fiber-reinforced concrete at low fiber volume fraction”, Cement and Concrete Research, 33, p.p27–30, 2003
14
ORIGINAL_ARTICLE
The Missing Effects Of Yield strength And Arrangement Of Transverse Rebars On The Modeling Parameters Of RC Columns In Current Standards
The nonlinear force-displacement curve of RC columns are presented in the current standards for seismic rehabilitation of existing buildings (such as ASCE41) by two displacement-based values of “a” and “b” that correspond to the loss of lateral and axial capacities, respectively. The ASCE41 presents the values of these two parameters as a function of the volumetric ratio of transverse reinforcement. A confinement index is proposed in this paper that accounts for the yield strength and arrangement of the transverse reinforcements as well. This index was used to predict the parameters “a” of 38 tested RC columns and the parameters “b” of 13 other columns. A table is proposed that gives the values of these two parameters based on the values of the proposed confinement index of the columns. It is shown that the proposed confinement index and table predicts more accurate values of the parameters “a” and “b”. Based on the results, maximum difference ratio to experimental values is reduced from 4.7 to 3.6 in comparison with those of update to ASCE41-06 while satisfying its specifications and regulations.
https://ceej.aut.ac.ir/article_113_f0903a3caa72b9e2a14e0730fad16486.pdf
2013-02-19
83
93
10.22060/ceej.2013.113
Seismic rehabilitation
RC column
Confinement
Earthquake
Standard
Hosein
Moghaddam
1
استاد، دانشگاه صنعتی شریف، دانشکده مهندسی عمران
AUTHOR
Mohammad
Fallah
mohammadtafty@gmail.com
2
نویسنده مسئول و دانشجوی فوق لیسانس، دانشگاه صنعتی شریف، دانشکده مهندسی عمران
LEAD_AUTHOR
Meysam
Samadi
3
استادیار , دانشگاه آزاد اسلامی, واحد مشهد
AUTHOR
[1]Elwood, K. J. et al. (2009), Update to ASCE/SEI 41 Concrete Provisions., Peer report.
1
[2]Sheikh, S. A. and Uzumeri, S. M. (1982). Analytical Model For Concrete Confinement In Tied Columns.,ASCE Journal Of Structural Engineering 108:5, 2703–2723.
2
[3]Mander, B. J., Priestley J. N. M. And Park R. (1988). Theoretical Stress-Strain Model For Confined Concrete.,ASCE Journal Of Structural Engineering, 144:8, 1804-1826.
3
[4]Eurocode 8 (1995), Design Provisions for Earthquake Resistance of Structures., commission of the European communities.
4
[5]Muguruma, H., Watanabe, F., and Komuro, T.,(1989). Applicability of High Strength Concrete to Reinforced Concrete Ductile Column., Transactions of the Japan Concrete Institute, 11, 309-316.
5
[6]FEMA 273, (1997), NEHRP guidelines for the Seismic rehabilitation of buildings, Federal emergency management agency.
6
[7]FEMA 356, (2000), Prestandard and commentary for the Seismic rehabilitation of buildings, Federal emergency management agency.
7
[8]ASCE/SEI 41-06, (2007), Seismic rehabilitation of existing buildings., American Society of Civil Engineers.
8
ORIGINAL_ARTICLE
Optimization Of The Base Isolators Application Using Genetic Algorithm
Quake isolation is a comparatively new method for designing earthquake-resisting buildings. Instead of increasing the resistance of the structure against lateral pressures, this method is based on reducing the pressures on it. Economic expenses comparing with other methods are against widespread application of this technology. Therefore, this paper; aiming at the economic aspects of this method, considering the present approach of the codes, focusing on this method’s applicatory and practical aspects, making changes in prevailing processes of designing structures, and using optimization technology of genetic algorithm; presents a program in Fortran environment. This program is, in fact, a combination of the programs of isolation designing and that of genetic algorithm optimization, and its main goal is to reduce the expenses of isolating structures, considering the applicatory and practical aspects of this technology. Based on the dimensions of a certain site, this program is able to examine the various plans of columniation while considering the matters related to superstructure and implementation and finally suggest a plan which leads to the production of an isolation system with lower expenses.
https://ceej.aut.ac.ir/article_114_ff6f81d4b6024f219da67ccf7e82ae3a.pdf
2013-02-19
95
108
10.22060/ceej.2013.114
Quake isolation
Economical costs
FORTRAN programming
optimized model
Ali
Komak Panah
1
دانشیار دانشکده عمران و محیط زیست، دانشگاه تربیت مدرس
AUTHOR
Seyed majid
Sabzpooshan
2
ویسنده مسئول و کارشناس ارشد مهندسی عمران، دانشکده عمران و محیط زیست، دانشگاه تربیت مدرس
LEAD_AUTHOR
[1]چوپرا، آنیل، ترجمه طاحونی، شاپور؛ دینامیک سازهها و تعیین نیروهای زلزله (نظریه و کاربرد) ، انتشارات علم و
1
. ادب، ۱۳۸۵
2
[2] خشای، امیرحسین؛ تهیه مدل رفتاری جداساز یونیورسال در سازههای بلند؛ پایاننامه کارشناسی ارشد، به راهنمایی دکتر علی کمک پناه، دانشکده فنی . مهندسی دانشگاه تربیت مدرس، ۱۳۸۶
3
[3] نجفی زاده چناری، جعفر؛ بهینهسازی گروه شمعهای عمیق، پایاننامه کارشناسی ارشد، به راهنمایی دکتر علی کمک پناه، دانشکده فنی مهندسی دانشگاه تربیت مدرس،.۱۳۸۳
4
[4]Farzad Naeim, James M. Kelly; Design of Seismic Isolated Structures: From Theory to Practice, John Wiley & Sons, Inc, 1999.
5
[5]R.I. Skinner, W.H.Robinson, G.H. Mcverry, An Introduction to Seismic Isolation, 1994.
6
[6]F. Naeim; “Seismic Design Handbook”, Chapter 13 by Ronald L. Mayes, “Design of Structures with Seismic Isolation”, Van Nostrand Reinhold, 1989.
7
[7]James M. Kelly; “Aseismic and base isolation: review bibliography”, Soil Dynamics and Earthquake Engineering, Vol. 5, No. 3, 202-216,1986.
8
[8]http: //www.robinsonseismic. Com
9
[9]Kelly, James M.; “Earthquake- Resistant Design with Rubber”, Second Edition, Springer, London, 1997.
10
[10]Division IV-Earthquake Design, Uniform Building Code, Volume 2, 1997.
11
[11]D.E.Gold berg; “ Genetic Algorithms in search, optimization and machine learning”, Addison Wesley.
12
[12]S.Pourzeynali, M.Zarif; “Multi- objective optimization of seismically isolated high-rise building structures using genetic algorithme”,Journal of sound and vibration, Vol.311, pp.1141-1161, 2008.
13
[13]R.S.Jangid; “optimum lead-rubber isolation bearings for near-fault motions”, Engineering structures, vol 29, pp.2503-2573, 2007.
14
[14]Michael D. Symans; “Seismic protective systems: Seismic Isolation”, FEMA 451, Design Examples,Chapter 15.
15
[15]PEER Strong Motion Database Record, http://www.peer.Berkeley.edu.
16
[16]Appendix chapter 16, Division IV- Earthquake Regulations for Seismic- Isolated Structure,Uniform Building code, Appendix, 1997.
17
[17]CSI Analysis Reference Manual, Computers and structures, Inc., 2005.
18
[18]H.S. Kim, P. Roschke; “GA – fuzzy control of smart base isolated benchmark building using supervisory control technique”, Advances in Engineering Software, Vol 38, pp. 453-465, 2007.
19
[19]A. Kaveh, M. Shahrouzi; “Simulated annealing and adaptive dynamic variable band mutation for structural optimization by genetic algorithms”,Asian journal of civil engineering, Vol 7, pp. 651-670, 2006.
20
[20]Rajeev, S and Krishnamoorthy, P; “Discrete optimization of structure using genetic algorithm”,Journal of structural Engineering, ASCE., Vol. 118,No.5, pp.1233-1250.
21