Pub Date : 2008-01-01DOI: 10.18057/ijasc.2008.4.1.1
N. Boissonnade, H. Degée, J. Naumes, M. Oppe
The paper investigates the shear resistance of I-girders longitudinally stiffened by trapezoidal stiffeners. It first reports on 4 full-scale tests performed at RWTH Aachen, on stiffened panels with strong closed stiffeners. As expected, failure in the subpanels has been governing. A devoted FEA shell model is then described and validated towards these results and other experimental sources. Parametric studies led with the numerical tool help pointing out several aspects where the Eurocode 3 Part 1.5 recommendations on stiffened panels in bending and shear may be improved.
{"title":"EXPERIMENTAL AND NUMERICAL INVESTIGATIONS FOR I-GIRDERS IN BENDING AND SHEAR STIFFENED BY TRAPEZOIDAL STIFFENERS","authors":"N. Boissonnade, H. Degée, J. Naumes, M. Oppe","doi":"10.18057/ijasc.2008.4.1.1","DOIUrl":"https://doi.org/10.18057/ijasc.2008.4.1.1","url":null,"abstract":"The paper investigates the shear resistance of I-girders longitudinally stiffened by trapezoidal stiffeners. It first reports on 4 full-scale tests performed at RWTH Aachen, on stiffened panels with strong closed stiffeners. As expected, failure in the subpanels has been governing. A devoted FEA shell model is then described and validated towards these results and other experimental sources. Parametric studies led with the numerical tool help pointing out several aspects where the Eurocode 3 Part 1.5 recommendations on stiffened panels in bending and shear may be improved.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2008-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606348","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2007-01-01DOI: 10.18057/ijasc.2007.3.1.4
P. Nogueiro, L. Silva, R. Bento, Rui Simões
In this paper, a hysteretic model with pinching is presented that is able to reproduce realistically the cyclic response of generic steel joints. Secondly, the computer implementation and adaptation of the model in a spring element within the computer code SeismoStruct is described. The model is subsequently calibrated using a series of experimental test results for steel joints subjected to cyclic loading. Finally, typical parameters for the various joint configurations are proposed.
{"title":"NUMERICAL IMPLEMENTATION AND CALIBRATION OF A HYSTERETIC MODEL WITH PINCHING FOR THE CYCLIC RESPONSE OF STEEL JOINTS","authors":"P. Nogueiro, L. Silva, R. Bento, Rui Simões","doi":"10.18057/ijasc.2007.3.1.4","DOIUrl":"https://doi.org/10.18057/ijasc.2007.3.1.4","url":null,"abstract":"In this paper, a hysteretic model with pinching is presented that is able to reproduce realistically the cyclic response of generic steel joints. Secondly, the computer implementation and adaptation of the model in a spring element within the computer code SeismoStruct is described. The model is subsequently calibrated using a series of experimental test results for steel joints subjected to cyclic loading. Finally, typical parameters for the various joint configurations are proposed.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2007-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606247","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2007-01-01DOI: 10.18057/ijasc.2010.6.1.5
H. Liang, S. Welch
In order to overcome the limitations of existing methodologies for thermal analysis of protected structural members in fire, a novel CFD-based methodology has been developed. This is a generalised quasi- 3D approach with computation of a "steel temperature field" parameter in each computational cell. The meth- odology accommodates both uncertainties in the input parameters and possible variants to the specification by means of parallel calculations. A framework for the inclusion of temperature/time-dependent thermal proper- ties, including the effects of moisture and intumescence, has been established. The method has now been im- plemented as the GeniSTELA submodel within SOFIE RANS CFD code, with initial validation against re- sults from full-scale fire tests. Model sensitivities have been demonstrated revealing the expected strong dependencies on certain properties of thermal protection materials. The code is verified as a generalised ther- mal analysis tool, with potential to provide a much more flexible means of assessing the thermal response of structure to fire than has been available hitherto.
{"title":"Development of an engineering methodology for thermal analysis of protected structural members in fire","authors":"H. Liang, S. Welch","doi":"10.18057/ijasc.2010.6.1.5","DOIUrl":"https://doi.org/10.18057/ijasc.2010.6.1.5","url":null,"abstract":"In order to overcome the limitations of existing methodologies for thermal analysis of protected structural members in fire, a novel CFD-based methodology has been developed. This is a generalised quasi- 3D approach with computation of a \"steel temperature field\" parameter in each computational cell. The meth- odology accommodates both uncertainties in the input parameters and possible variants to the specification by means of parallel calculations. A framework for the inclusion of temperature/time-dependent thermal proper- ties, including the effects of moisture and intumescence, has been established. The method has now been im- plemented as the GeniSTELA submodel within SOFIE RANS CFD code, with initial validation against re- sults from full-scale fire tests. Model sensitivities have been demonstrated revealing the expected strong dependencies on certain properties of thermal protection materials. The code is verified as a generalised ther- mal analysis tool, with potential to provide a much more flexible means of assessing the thermal response of structure to fire than has been available hitherto.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2007-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606632","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2007-01-01DOI: 10.18057/ijasc.2007.3.2.3
W. Kang, F. Al-Bermani, S. Kitipornchai, H. Lam
In traditional design, transmission towers are assumed to be trusses in the calculation of member axial forces, and secondary braces are usually neglected. However, this assumption does not accurately reflect the structural characteristics of transmission towers. This paper proposes a finite element model (FEM) in which member continuity, the asymmetrical sectional properties of members, the eccentricity of connections, and geometrical and material nonlinearities are considered. The proposed FEM is first verified using experimental results, and is then employed in the analysis of several lattice towers to investigate some of their practical aspects. Recommendations on the design of transmission tower systems are made according to the results of the analysis and given in the conclusion.
{"title":"Modeling and analysis of lattice towers with more accurate models","authors":"W. Kang, F. Al-Bermani, S. Kitipornchai, H. Lam","doi":"10.18057/ijasc.2007.3.2.3","DOIUrl":"https://doi.org/10.18057/ijasc.2007.3.2.3","url":null,"abstract":"In traditional design, transmission towers are assumed to be trusses in the calculation of member axial forces, and secondary braces are usually neglected. However, this assumption does not accurately reflect the structural characteristics of transmission towers. This paper proposes a finite element model (FEM) in which member continuity, the asymmetrical sectional properties of members, the eccentricity of connections, and geometrical and material nonlinearities are considered. The proposed FEM is first verified using experimental results, and is then employed in the analysis of several lattice towers to investigate some of their practical aspects. Recommendations on the design of transmission tower systems are made according to the results of the analysis and given in the conclusion.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2007-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606290","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2007-01-01DOI: 10.18057/ijasc.2007.3.1.1
Y. Quan, Y. Tamura, M. Matsui
A series of pressure measurement wind tunnel tests were carried out on low-rise buildings in a simulated suburban wind field. The effects of roof pitch, height/breadth ratio and depth/breadth ratio of gable-roofed low-rise buildings on mean wind pressure coefficients on their roofs for winds parallel or perpendicular to the ridges were discussed. Two new equations of mean wind pressure coefficients, which may be useful for design purpose, were fitted with the test data for various building shapes and the errors of those equations were analyzed carefully. The calculated results with the equations were compared with present wind tunnel test data and literature in detail.
{"title":"EFFECTS OF GEOMETRIC PARAMETERS ON MEAN WIND PRESSURE ON GABLE ROOFS OF LOW-RISE BUILDINGS","authors":"Y. Quan, Y. Tamura, M. Matsui","doi":"10.18057/ijasc.2007.3.1.1","DOIUrl":"https://doi.org/10.18057/ijasc.2007.3.1.1","url":null,"abstract":"A series of pressure measurement wind tunnel tests were carried out on low-rise buildings in a simulated suburban wind field. The effects of roof pitch, height/breadth ratio and depth/breadth ratio of gable-roofed low-rise buildings on mean wind pressure coefficients on their roofs for winds parallel or perpendicular to the ridges were discussed. Two new equations of mean wind pressure coefficients, which may be useful for design purpose, were fitted with the test data for various building shapes and the errors of those equations were analyzed carefully. The calculated results with the equations were compared with present wind tunnel test data and literature in detail.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2007-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606234","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2007-01-01DOI: 10.18057/ijasc.2007.3.3.3
Shengbin Gao, H. Ge
This paper aims to predict the inelastic behavior of thin-walled steel and composite structures, such as hollow and concrete-filled steel columns. For this purpose, a three-dimensional (3D) elasto-plastic finite element analysis methodology has been presented for both thin-walled steel columns with pipe and box-shaped sections, and concrete-filled steel box columns. By comparing with experimental result, it is concluded that the proposed analytical method can give an accurate prediction to the experimental results of both steel and composite structures.
{"title":"NUMERICAL SIMULATION OF HOLLOW AND CONCRETE-FILLED STEEL COLUMNS","authors":"Shengbin Gao, H. Ge","doi":"10.18057/ijasc.2007.3.3.3","DOIUrl":"https://doi.org/10.18057/ijasc.2007.3.3.3","url":null,"abstract":"This paper aims to predict the inelastic behavior of thin-walled steel and composite structures, such as hollow and concrete-filled steel columns. For this purpose, a three-dimensional (3D) elasto-plastic finite element analysis methodology has been presented for both thin-walled steel columns with pipe and box-shaped sections, and concrete-filled steel box columns. By comparing with experimental result, it is concluded that the proposed analytical method can give an accurate prediction to the experimental results of both steel and composite structures.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2007-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606300","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2006-01-01DOI: 10.18057/ijasc.2006.2.1.4
A. Dall'asta, L. Ragni, A. Zona
The analysis of externally post-tensioned beams is characterized by some specific issues related to the coupling between the local strain of the cable and the global deformation of the structure. Collapse modalities are influenced by the nonlinear behavior of materials and in many cases by non-negligible geometric nonlinear effects. The authors present a model for externally prestressed steel-concrete composite beams that includes geometric and material nonlinearities. The proposed model is based on the theory of small strains and moderate rotations obtained from the exact nonlinear theory. Comparisons with experimental tests are shown to validate the results obtained with the proposed formulation. Some numerical applications involving simply supported and two-span continuous composite beams post-tensioned with external cables are discussed to illustrate the nonlinear geometric effects and their influence on the ultimate capacity.
{"title":"Steel-concrete composite beams prestressed by external tendons: effects of material and geometric nonlinearities","authors":"A. Dall'asta, L. Ragni, A. Zona","doi":"10.18057/ijasc.2006.2.1.4","DOIUrl":"https://doi.org/10.18057/ijasc.2006.2.1.4","url":null,"abstract":"The analysis of externally post-tensioned beams is characterized by some specific issues related to the coupling between the local strain of the cable and the global deformation of the structure. Collapse modalities are influenced by the nonlinear behavior of materials and in many cases by non-negligible geometric nonlinear effects. The authors present a model for externally prestressed steel-concrete composite beams that includes geometric and material nonlinearities. The proposed model is based on the theory of small strains and moderate rotations obtained from the exact nonlinear theory. Comparisons with experimental tests are shown to validate the results obtained with the proposed formulation. Some numerical applications involving simply supported and two-span continuous composite beams post-tensioned with external cables are discussed to illustrate the nonlinear geometric effects and their influence on the ultimate capacity.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2006-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606164","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2006-01-01DOI: 10.18057/ijasc.2006.2.2.5
D. Sarno
ABSTRACT: The present paper provides the results of a comprehensive experimental research program carried out on partially encased composite steel-concrete columns connected to the foundation block through traditional (bolted steel end plate) and an innovative system employing a socket type system. Experimental tests under monotonic loads show that the structural behaviour of the traditional connection is significantly influenced by the response of the anchorage bolts. The latter cause large fixed end rotations and exhibit limited energy dissipation. Conversely, innovative composite base column connections with socket systems possess adequate inelastic deformations and energy absorption. Furthermore, the use of socket-type connections is beneficial for the spreading of inelasticity at the base of the composite columns without damage localization on concrete and interface components. It can thus be argued that the innovative connection assessed in this study is a viable solution for applications in framed structures fulfilling capacity design requirements, e.g. structural systems in earthquake prone regions.
{"title":"Structural performance of composite base column connections","authors":"D. Sarno","doi":"10.18057/ijasc.2006.2.2.5","DOIUrl":"https://doi.org/10.18057/ijasc.2006.2.2.5","url":null,"abstract":"ABSTRACT: The present paper provides the results of a comprehensive experimental research program carried out on partially encased composite steel-concrete columns connected to the foundation block through traditional (bolted steel end plate) and an innovative system employing a socket type system. Experimental tests under monotonic loads show that the structural behaviour of the traditional connection is significantly influenced by the response of the anchorage bolts. The latter cause large fixed end rotations and exhibit limited energy dissipation. Conversely, innovative composite base column connections with socket systems possess adequate inelastic deformations and energy absorption. Furthermore, the use of socket-type connections is beneficial for the spreading of inelasticity at the base of the composite columns without damage localization on concrete and interface components. It can thus be argued that the innovative connection assessed in this study is a viable solution for applications in framed structures fulfilling capacity design requirements, e.g. structural systems in earthquake prone regions.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2006-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606175","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2005-01-01DOI: 10.18057/ijasc.2005.1.2.2
S. Fawzia, X. Zhao, R. Al-Mahaidi, S. Rizkalla
This paper describes a series of double strap shear tests loaded in tension to investigate the bond between CFRP sheets and steel plates. Both normal modulus (240 GPa) and high modulus (640 GPa) CFRPs were used in the test program. Strain gauges were mounted to capture the strain distribution along the CFRP length. Different failure modes were observed for joints with normal modulus CFRP and those with high modulus CFRP. The strain distribution along the CFRP length was found to be similar for the two cases. A shorter effective bond length was obtained for joints with high modulus CFRP whereas larger ultimate load carrying capacity can be achieved for joints with normal modulus CFRP when the bond length is long enough. The Hart-Smith Model was modified to predict the effective bond length and ultimate load carrying capacity of joints between the normal modulus CFRP and steel plates. The Multilayer Distribution Model developed by the authors was modified to predict the load carrying capacity of joints between the high modulus CFRP and steel plates. The predicted values agreed well with experimental ones.
{"title":"Bond characteristics between CFRP and steel plates in double strap joints","authors":"S. Fawzia, X. Zhao, R. Al-Mahaidi, S. Rizkalla","doi":"10.18057/ijasc.2005.1.2.2","DOIUrl":"https://doi.org/10.18057/ijasc.2005.1.2.2","url":null,"abstract":"This paper describes a series of double strap shear tests loaded in tension to investigate the bond between CFRP sheets and steel plates. Both normal modulus (240 GPa) and high modulus (640 GPa) CFRPs were used in the test program. Strain gauges were mounted to capture the strain distribution along the CFRP length. Different failure modes were observed for joints with normal modulus CFRP and those with high modulus CFRP. The strain distribution along the CFRP length was found to be similar for the two cases. A shorter effective bond length was obtained for joints with high modulus CFRP whereas larger ultimate load carrying capacity can be achieved for joints with normal modulus CFRP when the bond length is long enough. The Hart-Smith Model was modified to predict the effective bond length and ultimate load carrying capacity of joints between the normal modulus CFRP and steel plates. The Multilayer Distribution Model developed by the authors was modified to predict the load carrying capacity of joints between the high modulus CFRP and steel plates. The predicted values agreed well with experimental ones.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2005-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606588","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2003-12-01DOI: 10.18057/ijasc.2006.2.1.1
Martin S. Williams, F. Albermani
This report describes a series of cyclic tests on a yielding shear panel device of the form proposed by U. Dorka (unpublished) at the University of Kassel, Germany. The device consists of a short length of square hollow section (SHS) with a diaphragm plate welded inside it. It is positioned between the braces and the main members of a braced frame, with the diaphragm lying in the plane of the frame, so that it is loaded in pure shear as the frame undergoes lateral deformation. An extensive series of tests on 100 mm square dissipative devices mounted in a single-storey, planar, K-braced frame was successfully performed, under both monotonic and cyclic loads. The devices proved easy and cheap to manufacture, fit, remove and replace. All the devices tested yielded at quite low deformations and sustained very large ductilities without failure. The load carried by the device continued to increase after yield, with a ratio of maximum force carried to yield force of around 1.7 in most tests. While a device with a 2 mm diaphragm appeared to offer the maximum energy dissipation capacity, thinner devices were prone to buckling and to fracture under repeated large- amplitude cycling. A thickness of 3 mm (i.e. thickness to breadth ratio of 0.03) is recommended as offering the best combination of dissipative capacity and robustness. A 3 mm device dissipated approximately 1.3 kJ of energy when the frame in which it was fitted underwent a single displacement cycle of amplitude 30 mm. It is concluded that these devices offer a simple, cheap and robust way of dissipating significant amounts of energy in seismically loaded frames. Some improvements to the rig design and suggestions for further work are offered in section 4.6.
{"title":"Monotonic and Cyclic Tests on Shear Diaphragm Dissipators for Steel Frames","authors":"Martin S. Williams, F. Albermani","doi":"10.18057/ijasc.2006.2.1.1","DOIUrl":"https://doi.org/10.18057/ijasc.2006.2.1.1","url":null,"abstract":"This report describes a series of cyclic tests on a yielding shear panel device of the form proposed by U. Dorka (unpublished) at the University of Kassel, Germany. The device consists of a short length of square hollow section (SHS) with a diaphragm plate welded inside it. It is positioned between the braces and the main members of a braced frame, with the diaphragm lying in the plane of the frame, so that it is loaded in pure shear as the frame undergoes lateral deformation. An extensive series of tests on 100 mm square dissipative devices mounted in a single-storey, planar, K-braced frame was successfully performed, under both monotonic and cyclic loads. The devices proved easy and cheap to manufacture, fit, remove and replace. All the devices tested yielded at quite low deformations and sustained very large ductilities without failure. The load carried by the device continued to increase after yield, with a ratio of maximum force carried to yield force of around 1.7 in most tests. While a device with a 2 mm diaphragm appeared to offer the maximum energy dissipation capacity, thinner devices were prone to buckling and to fracture under repeated large- amplitude cycling. A thickness of 3 mm (i.e. thickness to breadth ratio of 0.03) is recommended as offering the best combination of dissipative capacity and robustness. A 3 mm device dissipated approximately 1.3 kJ of energy when the frame in which it was fitted underwent a single displacement cycle of amplitude 30 mm. It is concluded that these devices offer a simple, cheap and robust way of dissipating significant amounts of energy in seismically loaded frames. Some improvements to the rig design and suggestions for further work are offered in section 4.6.","PeriodicalId":56332,"journal":{"name":"Advanced Steel Construction","volume":null,"pages":null},"PeriodicalIF":1.7,"publicationDate":"2003-12-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"67606597","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":3,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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