Dépouillements

Nonlinear analysis of shear-critical reinforced concrete beams using fixed angle theory / Jung-Yoon Lee in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1017-1029 Titre : Nonlinear analysis of shear-critical reinforced concrete beams using fixed angle theory Type de document : texte imprimé Auteurs : Jung-Yoon Lee, Auteur ; Sang-Woo Kim, Auteur ; Mohamad Y. Mansour, Auteur Année de publication : 2012 Article en page(s) : pp. 1017-1029 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Concrete  Reinforced  Concrete  beams  Shear  Bending  moments  Numerical  models Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper proposes a solution methodology for the application of the fixed-angle theory to predict the shear response of reinforced concrete (RC) beams subjected to the combined actions of shear and flexure. The proposed solution, based on the fixed-angle theory, takes into account the effect of flexural moment on the shear strength of RC beams and calculates the concrete constitutive relationships by transforming the concrete stresses and strains from the principal direction of concrete stresses to that of the applied stresses. To verify the effectiveness of the proposed solution method, seven shear-critical RC beams were tested and their corresponding experimental shear stress-strain relationships were compared with the predicted ones by using the proposed methodology. Furthermore, the shear strengths of 150 RC test beams, reported in the literature with various shear span-to-depth ratios, steel reinforcing ratios, and support conditions, were compared with the predicted shear strengths obtained by the proposed method and other existing truss models. The results presented in this paper show that the proposed formulation can predict the shear response of RC beams with reasonable accuracy. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1017_s1?isAuthorized=no [article] Nonlinear analysis of shear-critical reinforced concrete beams using fixed angle theory [texte imprimé] / Jung-Yoon Lee, Auteur ; Sang-Woo Kim, Auteur ; Mohamad Y. Mansour, Auteur . - 2012 . - pp. 1017-1029. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1017-1029 Mots-clés : Concrete  Reinforced  Concrete  beams  Shear  Bending  moments  Numerical  models Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper proposes a solution methodology for the application of the fixed-angle theory to predict the shear response of reinforced concrete (RC) beams subjected to the combined actions of shear and flexure. The proposed solution, based on the fixed-angle theory, takes into account the effect of flexural moment on the shear strength of RC beams and calculates the concrete constitutive relationships by transforming the concrete stresses and strains from the principal direction of concrete stresses to that of the applied stresses. To verify the effectiveness of the proposed solution method, seven shear-critical RC beams were tested and their corresponding experimental shear stress-strain relationships were compared with the predicted ones by using the proposed methodology. Furthermore, the shear strengths of 150 RC test beams, reported in the literature with various shear span-to-depth ratios, steel reinforcing ratios, and support conditions, were compared with the predicted shear strengths obtained by the proposed method and other existing truss models. The results presented in this paper show that the proposed formulation can predict the shear response of RC beams with reasonable accuracy. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1017_s1?isAuthorized=no

Strut-and-tie model based on crack band theory for deep beams / Keun-Hyeok Yang in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1030-1038 Titre : Strut-and-tie model based on crack band theory for deep beams Type de document : texte imprimé Auteurs : Keun-Hyeok Yang, Auteur ; Ashraf F. Ashour, Auteur Année de publication : 2012 Article en page(s) : pp. 1030-1038 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Building  codes  Beams  Reinforced  concrete  Shear  strength  Strut-and-tie  model Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A simplified strut-and-tie model including size effect based on the crack band theory is proposed to evaluate the shear capacity of deep beams. Concrete struts are idealized as uniformly tapered prismatic members with a stress relief strip whereas horizontal and vertical shear reinforcements are assumed to be an internally statically indeterminate system. The shear transfer mechanism of concrete and shear reinforcement is then driven by using the energy equilibrium in the stress relief strip and crack band zone of concrete struts. The shear capacity predictions of deep beams obtained from the present models are in better agreement with 637 test results than those determined from strut-and-tie models proposed by ACI 318-08, EC-2, and Tan and Cheng. In addition, the trend of the shear capacity of deep beams against different parameters as predicted by the present models has a consistent agreement with that observed from experimental results. In particular, the present model shows that the normalized shear capacity of deep beams is proportional to (h)-0.25, where h = section overall depth. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1030_s1?isAuthorized=no [article] Strut-and-tie model based on crack band theory for deep beams [texte imprimé] / Keun-Hyeok Yang, Auteur ; Ashraf F. Ashour, Auteur . - 2012 . - pp. 1030-1038. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1030-1038 Mots-clés : Building  codes  Beams  Reinforced  concrete  Shear  strength  Strut-and-tie  model Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A simplified strut-and-tie model including size effect based on the crack band theory is proposed to evaluate the shear capacity of deep beams. Concrete struts are idealized as uniformly tapered prismatic members with a stress relief strip whereas horizontal and vertical shear reinforcements are assumed to be an internally statically indeterminate system. The shear transfer mechanism of concrete and shear reinforcement is then driven by using the energy equilibrium in the stress relief strip and crack band zone of concrete struts. The shear capacity predictions of deep beams obtained from the present models are in better agreement with 637 test results than those determined from strut-and-tie models proposed by ACI 318-08, EC-2, and Tan and Cheng. In addition, the trend of the shear capacity of deep beams against different parameters as predicted by the present models has a consistent agreement with that observed from experimental results. In particular, the present model shows that the normalized shear capacity of deep beams is proportional to (h)-0.25, where h = section overall depth. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1030_s1?isAuthorized=no

Shear strength model for steel fiber reinforced concrete beams without stirrup reinforcement / Hai H. Dinh in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1039-1051 Titre : Shear strength model for steel fiber reinforced concrete beams without stirrup reinforcement Type de document : texte imprimé Auteurs : Hai H. Dinh, Auteur ; Gustavo J. Parra-Montesinos, Auteur ; James K. Wight, Auteur Année de publication : 2012 Article en page(s) : pp. 1039-1051 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Fiber  reinforced  concrete  Steel  fibers  Shear  Diagonal  tension Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A simple model is presented to estimate the shear strength of steel fiber reinforced concrete (FRC) beams without stirrup reinforcement. The model was developed on the basis of observations from tests of 27 large-scale beams under monotonically increased concentrated loading. Three types of hooked steel fibers were evaluated in volume fractions ranging between 0.75% (59  kg/m3 or 100  lb/yd3) and 1.5% (118  kg/m3 or 200  lb/yd3). All but one beam failed in shear either prior to or after flexural yielding. In the proposed model, shear in steel FRC beams is assumed to be resisted by shear stress carried in the compression zone and tension transferred across diagonal cracks by steel fibers. Shear carried in the compression zone is estimated by using the failure criterion for concrete subjected to combined compression and shear proposed by Bresler and Pister. The contribution from fiber reinforcement to shear strength, on the other hand, is tied to material performance obtained through standard ASTM 1609 four-point bending tests. Comparison of predicted versus experimental shear strengths for a large number of FRC beams tested in this and other investigations indicates that the proposed model is capable of predicting the shear strength of steel FRC beams with reasonable accuracy; mean and standard deviation values are 0.79 and 0.12, respectively. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1039_s1?isAuthorized=no [article] Shear strength model for steel fiber reinforced concrete beams without stirrup reinforcement [texte imprimé] / Hai H. Dinh, Auteur ; Gustavo J. Parra-Montesinos, Auteur ; James K. Wight, Auteur . - 2012 . - pp. 1039-1051. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1039-1051 Mots-clés : Fiber  reinforced  concrete  Steel  fibers  Shear  Diagonal  tension Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A simple model is presented to estimate the shear strength of steel fiber reinforced concrete (FRC) beams without stirrup reinforcement. The model was developed on the basis of observations from tests of 27 large-scale beams under monotonically increased concentrated loading. Three types of hooked steel fibers were evaluated in volume fractions ranging between 0.75% (59  kg/m3 or 100  lb/yd3) and 1.5% (118  kg/m3 or 200  lb/yd3). All but one beam failed in shear either prior to or after flexural yielding. In the proposed model, shear in steel FRC beams is assumed to be resisted by shear stress carried in the compression zone and tension transferred across diagonal cracks by steel fibers. Shear carried in the compression zone is estimated by using the failure criterion for concrete subjected to combined compression and shear proposed by Bresler and Pister. The contribution from fiber reinforcement to shear strength, on the other hand, is tied to material performance obtained through standard ASTM 1609 four-point bending tests. Comparison of predicted versus experimental shear strengths for a large number of FRC beams tested in this and other investigations indicates that the proposed model is capable of predicting the shear strength of steel FRC beams with reasonable accuracy; mean and standard deviation values are 0.79 and 0.12, respectively. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1039_s1?isAuthorized=no

Design and measured behavior of a hybrid precast concrete wall specimen for seismic regions / Brian J. Smith in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1052-1062 Titre : Design and measured behavior of a hybrid precast concrete wall specimen for seismic regions Type de document : texte imprimé Auteurs : Brian J. Smith, Auteur ; Yahya C. Kurama, Auteur ; Michael J. McGinnis, Auteur Année de publication : 2012 Article en page(s) : pp. 1052-1062 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Posttensioned  concrete  Precast  concrete  Reinforced  concrete  Digital  image  correlation  Seismic  tests  Hybrid  walls  Shear  walls Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents the measured behavior from the testing of a 0.4-scale “hybrid” precast concrete wall specimen under reversed-cyclic lateral loading and provides an assessment of the seismic design and analysis of the wall by using the experimental results. The hybrid precast wall system investigated in the paper utilizes a combination of mild (i.e., Grade 400) steel and high-strength unbonded posttensioning (PT) steel for lateral resistance across horizontal joints. A seismic design procedure that conforms to ACI 318 and ACI ITG-5.2 was used for the design of the test specimen based on ACI ITG-5.1. The behavior of the specimen was measured with conventional data acquisition techniques and also full-field digital image correlation of the base panel and the critical joint between the base panel and the foundation, providing unprecedented information on the wall performance. The paper compares these measurements with the design and analytical predictions, focusing specifically on the applied lateral load and displacement, energy dissipation, behavior of the steel reinforcement, and behavior along the horizontal joints. The test specimen was not able to reach the expected ultimate drift level owing to a combination of poor unconfined concrete strength and poor placement of the confinement reinforcement at the toes. However, the performance of the wall up to the failure point was consistent with the predicted behavior based on both the design procedure and the analytical models. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1052_s1?isAuthorized=no [article] Design and measured behavior of a hybrid precast concrete wall specimen for seismic regions [texte imprimé] / Brian J. Smith, Auteur ; Yahya C. Kurama, Auteur ; Michael J. McGinnis, Auteur . - 2012 . - pp. 1052-1062. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1052-1062 Mots-clés : Posttensioned  concrete  Precast  concrete  Reinforced  concrete  Digital  image  correlation  Seismic  tests  Hybrid  walls  Shear  walls Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents the measured behavior from the testing of a 0.4-scale “hybrid” precast concrete wall specimen under reversed-cyclic lateral loading and provides an assessment of the seismic design and analysis of the wall by using the experimental results. The hybrid precast wall system investigated in the paper utilizes a combination of mild (i.e., Grade 400) steel and high-strength unbonded posttensioning (PT) steel for lateral resistance across horizontal joints. A seismic design procedure that conforms to ACI 318 and ACI ITG-5.2 was used for the design of the test specimen based on ACI ITG-5.1. The behavior of the specimen was measured with conventional data acquisition techniques and also full-field digital image correlation of the base panel and the critical joint between the base panel and the foundation, providing unprecedented information on the wall performance. The paper compares these measurements with the design and analytical predictions, focusing specifically on the applied lateral load and displacement, energy dissipation, behavior of the steel reinforcement, and behavior along the horizontal joints. The test specimen was not able to reach the expected ultimate drift level owing to a combination of poor unconfined concrete strength and poor placement of the confinement reinforcement at the toes. However, the performance of the wall up to the failure point was consistent with the predicted behavior based on both the design procedure and the analytical models. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1052_s1?isAuthorized=no

Experimental evaluation of pretopped precast diaphragm critical flexure joint under seismic demands / D. Zhang in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1063-1074 Titre : Experimental evaluation of pretopped precast diaphragm critical flexure joint under seismic demands Type de document : texte imprimé Auteurs : D. Zhang, Auteur ; R. B. Fleischman, Auteur ; C. J. Naito, Auteur Année de publication : 2012 Article en page(s) : pp. 1063-1074 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Diaphragms  Concrete  Precast  Seismic  design  Tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Precast concrete diaphragm seismic response is examined in experimental research integrating model-based simulation with physical testing. The experimental substructure is the diaphragm critical flexural region of a prototype precast parking structure. This region is expected to undergo significant inelastic flexural deformation, while potentially nonductile regions remain elastic on the basis of capacity design rules from an emerging design methodology. The physical test is conducted at half-scale. The test specimen is detailed using diaphragm reinforcement intended to meet deformability requirements. Predetermined displacement histories are applied to the test specimen on the basis of nonlinear transient dynamic analyses of the prototype structure. The loading history is applied by a test fixture capable of simultaneously providing shear, axial, and moment to the joint. Moment strength, stiffness, rotational deformation capacity, and progressive damage are examined under a sequence of increasing intensity earthquakes. Design recommendations are provided. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1063_s1?isAuthorized=no [article] Experimental evaluation of pretopped precast diaphragm critical flexure joint under seismic demands [texte imprimé] / D. Zhang, Auteur ; R. B. Fleischman, Auteur ; C. J. Naito, Auteur . - 2012 . - pp. 1063-1074. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1063-1074 Mots-clés : Diaphragms  Concrete  Precast  Seismic  design  Tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Precast concrete diaphragm seismic response is examined in experimental research integrating model-based simulation with physical testing. The experimental substructure is the diaphragm critical flexural region of a prototype precast parking structure. This region is expected to undergo significant inelastic flexural deformation, while potentially nonductile regions remain elastic on the basis of capacity design rules from an emerging design methodology. The physical test is conducted at half-scale. The test specimen is detailed using diaphragm reinforcement intended to meet deformability requirements. Predetermined displacement histories are applied to the test specimen on the basis of nonlinear transient dynamic analyses of the prototype structure. The loading history is applied by a test fixture capable of simultaneously providing shear, axial, and moment to the joint. Moment strength, stiffness, rotational deformation capacity, and progressive damage are examined under a sequence of increasing intensity earthquakes. Design recommendations are provided. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1063_s1?isAuthorized=no

In-plane lateral cyclic behavior of insulated concrete form grid walls / Peter Dusicka in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1075-1084 Titre : In-plane lateral cyclic behavior of insulated concrete form grid walls Type de document : texte imprimé Auteurs : Peter Dusicka, Auteur ; Thomas Kay, Auteur Année de publication : 2012 Article en page(s) : pp. 1075-1084 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Insulated  concrete  form  Wall  Cyclic  behavior  Large-scale  experiments  Green  buildings Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The in-plane lateral behavior of insulated concrete form grid walls consisting of prefabricated stay-in-place form blocks made of recycled expanded polystyrene and evenly spaced horizontal and vertical reinforced concrete cores was experimentally investigated. Incrementally increasing reversed cyclic drifts were imposed on sets of full-scale walls of two different aspect ratios and on two different vertical loading conditions. The results of the 13 experiments indicated that a consistent wall failure mode stemmed from fracture of the individual vertical cores. Additional vertical load was found to increase the strength and effective stiffness of the walls, but the effect on drift capacity and ductility depended on the wall aspect ratio. The residual stiffness and energy dissipation severely degraded within cycles of 1% drift for all aspect geometries and loading conditions. The stay-in-place form blocks had a significant positive influence on the behavior despite the material’s relatively low strength. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1075_s1?isAuthorized=no [article] In-plane lateral cyclic behavior of insulated concrete form grid walls [texte imprimé] / Peter Dusicka, Auteur ; Thomas Kay, Auteur . - 2012 . - pp. 1075-1084. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1075-1084 Mots-clés : Insulated  concrete  form  Wall  Cyclic  behavior  Large-scale  experiments  Green  buildings Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The in-plane lateral behavior of insulated concrete form grid walls consisting of prefabricated stay-in-place form blocks made of recycled expanded polystyrene and evenly spaced horizontal and vertical reinforced concrete cores was experimentally investigated. Incrementally increasing reversed cyclic drifts were imposed on sets of full-scale walls of two different aspect ratios and on two different vertical loading conditions. The results of the 13 experiments indicated that a consistent wall failure mode stemmed from fracture of the individual vertical cores. Additional vertical load was found to increase the strength and effective stiffness of the walls, but the effect on drift capacity and ductility depended on the wall aspect ratio. The residual stiffness and energy dissipation severely degraded within cycles of 1% drift for all aspect geometries and loading conditions. The stay-in-place form blocks had a significant positive influence on the behavior despite the material’s relatively low strength. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1075_s1?isAuthorized=no

State of the art on timber-concrete composite structures / David Yeoh in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1085-1095 Titre : State of the art on timber-concrete composite structures : literature review Type de document : texte imprimé Auteurs : David Yeoh, Auteur ; Massimo Fragiacomo, Auteur ; Mary de Franceschi, Auteur Année de publication : 2012 Article en page(s) : pp. 1085-1095 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Composite  structures  Timber  Concrete  Connections  Beams  Tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents a survey on the state-of-the-art of timber-concrete composite research in the past and recent years. The most important literature references were carefully selected and reviewed to provide an overview and some depth in the development of this construction technique. After highlighting the advantages of the composite system, the standards and design methods currently available are presented. An extensive description of the connection systems developed around the world is also provided. The experimental and numerical investigations performed on connections and beams in both the short- and long-term (at collapse and under sustained load, respectively) are discussed at length in the paper. Other aspects covered are prefabrication, the influence of concrete properties, fatigue tests, fire resistance, vibrations, and acoustics. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1085_s1?isAuthorized=no [article] State of the art on timber-concrete composite structures : literature review [texte imprimé] / David Yeoh, Auteur ; Massimo Fragiacomo, Auteur ; Mary de Franceschi, Auteur . - 2012 . - pp. 1085-1095. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1085-1095 Mots-clés : Composite  structures  Timber  Concrete  Connections  Beams  Tests Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents a survey on the state-of-the-art of timber-concrete composite research in the past and recent years. The most important literature references were carefully selected and reviewed to provide an overview and some depth in the development of this construction technique. After highlighting the advantages of the composite system, the standards and design methods currently available are presented. An extensive description of the connection systems developed around the world is also provided. The experimental and numerical investigations performed on connections and beams in both the short- and long-term (at collapse and under sustained load, respectively) are discussed at length in the paper. Other aspects covered are prefabrication, the influence of concrete properties, fatigue tests, fire resistance, vibrations, and acoustics. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1085_s1?isAuthorized=no

Instability of axially loaded compression members under lateral rigid body excitations / Tetsuya Yabuki in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1096-1103 Titre : Instability of axially loaded compression members under lateral rigid body excitations Type de document : texte imprimé Auteurs : Tetsuya Yabuki, Auteur ; Yasunori Arizumi, Auteur ; Janice J. Chambers, Auteur Année de publication : 2012 Article en page(s) : pp. 1096-1103 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Dynamic  stability  Nonlinear  dynamic  response  Compressive  capacity  Steel  columns  Steel  braces Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The global compressive capacity of steel members subject to lateral rigid body dynamic excitation is examined numerically with a dynamic nonlinear finite-element analytical algorithm that uses the implicit Newmark-β integration procedure combined with the Newton-Raphson iterative scheme. The algorithm was validated with experimental results. Parametric studies on 180 box, tube, and W shapes are presented. The members included initial geometric imperfections along their lengths. On the basis of the parametric study, a simplified formula for the buckling capacity of a steel member under lateral rigid body excitations is presented that may be considered for the use in the development of a design formula. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1096_s1?isAuthorized=no [article] Instability of axially loaded compression members under lateral rigid body excitations [texte imprimé] / Tetsuya Yabuki, Auteur ; Yasunori Arizumi, Auteur ; Janice J. Chambers, Auteur . - 2012 . - pp. 1096-1103. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1096-1103 Mots-clés : Dynamic  stability  Nonlinear  dynamic  response  Compressive  capacity  Steel  columns  Steel  braces Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The global compressive capacity of steel members subject to lateral rigid body dynamic excitation is examined numerically with a dynamic nonlinear finite-element analytical algorithm that uses the implicit Newmark-β integration procedure combined with the Newton-Raphson iterative scheme. The algorithm was validated with experimental results. Parametric studies on 180 box, tube, and W shapes are presented. The members included initial geometric imperfections along their lengths. On the basis of the parametric study, a simplified formula for the buckling capacity of a steel member under lateral rigid body excitations is presented that may be considered for the use in the development of a design formula. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1096_s1?isAuthorized=no

Opposing theories and the buckling strength of unequal-jeg angle columns / Morris Ojalvo in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1104-1106 Titre : Opposing theories and the buckling strength of unequal-jeg angle columns Type de document : texte imprimé Auteurs : Morris Ojalvo, Auteur Année de publication : 2012 Article en page(s) : pp. 1104-1106 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Buckling  Wagner  hypothesis  Proposed  compression  tests  Columns Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A structural engineer wishing to determine the buckling load of unequal-leg angle columns receives conflicting information from published literature because researchers offer two radically different models for their analyses of thin-walled open-profile bars. One model considers the bar to be a continuum whereas the American Institute of Steel Construction adopts a noncontinuum multifilament model. Furthermore, the continuum model defines the normal planes of the deflected bar with the line of centroids whereas the multifilament model uses the shear center line. A test program based on 5×3×1/4  in. (127×76×6  mm) steel angles is proposed to resolve the issue by determining which model produces computed buckling loads that better correlate with collapse loads obtained from tests. The possibility that neither method produces a buckling load that correlates with collapse loads is not ruled out. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1104_s1?isAuthorized=no [article] Opposing theories and the buckling strength of unequal-jeg angle columns [texte imprimé] / Morris Ojalvo, Auteur . - 2012 . - pp. 1104-1106. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1104-1106 Mots-clés : Buckling  Wagner  hypothesis  Proposed  compression  tests  Columns Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A structural engineer wishing to determine the buckling load of unequal-leg angle columns receives conflicting information from published literature because researchers offer two radically different models for their analyses of thin-walled open-profile bars. One model considers the bar to be a continuum whereas the American Institute of Steel Construction adopts a noncontinuum multifilament model. Furthermore, the continuum model defines the normal planes of the deflected bar with the line of centroids whereas the multifilament model uses the shear center line. A test program based on 5×3×1/4  in. (127×76×6  mm) steel angles is proposed to resolve the issue by determining which model produces computed buckling loads that better correlate with collapse loads obtained from tests. The possibility that neither method produces a buckling load that correlates with collapse loads is not ruled out. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1104_s1?isAuthorized=no

Seismic design and performance of steel moment-resisting frames with nonlinear replaceable links / Yunlu Shen in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1107-1117 Titre : Seismic design and performance of steel moment-resisting frames with nonlinear replaceable links Type de document : texte imprimé Auteurs : Yunlu Shen, Auteur ; Christopoulos, Constantin, Auteur ; Nabil Mansour, Auteur Année de publication : 2012 Article en page(s) : pp. 1107-1117 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Seismic  design  Bolted  connection  Replaceable  link  Steel  frame  MRF,  Cyclic  testing  FE  model Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Although moment resisting frames (MRFs) designed according to the latest seismic codes can provide life safety during a design level earthquake, they are expected to sustain significant damage at flexural yielding locations in the beams. The design of the beams for strength and drift control considerations are also interlinked, often resulting in overdesign of other elements, such as diaphragms and foundations. These drawbacks can be mitigated by introducing replaceable links at the locations of expected inelastic action. A five-story prototype MRF building with replaceable links in a high-seismic zone was designed. Four full-scale beam-to-column subassemblages representing the first floor exterior connections in the prototype building were experimentally evaluated. The results demonstrated that MRFs with replaceable flexural links can provide strength and ductility equivalent to existing MRFs while minimizing the effect of the added links on the elastic stiffness of the system. Finite-element models were then developed to capture the observed experimental responses, including local buckling, bolt slipping, and bolt bearing. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1107_s1?isAuthorized=no [article] Seismic design and performance of steel moment-resisting frames with nonlinear replaceable links [texte imprimé] / Yunlu Shen, Auteur ; Christopoulos, Constantin, Auteur ; Nabil Mansour, Auteur . - 2012 . - pp. 1107-1117. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1107-1117 Mots-clés : Seismic  design  Bolted  connection  Replaceable  link  Steel  frame  MRF,  Cyclic  testing  FE  model Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Although moment resisting frames (MRFs) designed according to the latest seismic codes can provide life safety during a design level earthquake, they are expected to sustain significant damage at flexural yielding locations in the beams. The design of the beams for strength and drift control considerations are also interlinked, often resulting in overdesign of other elements, such as diaphragms and foundations. These drawbacks can be mitigated by introducing replaceable links at the locations of expected inelastic action. A five-story prototype MRF building with replaceable links in a high-seismic zone was designed. Four full-scale beam-to-column subassemblages representing the first floor exterior connections in the prototype building were experimentally evaluated. The results demonstrated that MRFs with replaceable flexural links can provide strength and ductility equivalent to existing MRFs while minimizing the effect of the added links on the elastic stiffness of the system. Finite-element models were then developed to capture the observed experimental responses, including local buckling, bolt slipping, and bolt bearing. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1107_s1?isAuthorized=no

Comparative response assessment of minimally compliant low-rise base-isolated and conventional steel moment-resisting frame buildings / Prayag J. Sayani in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1118-1131 Titre : Comparative response assessment of minimally compliant low-rise base-isolated and conventional steel moment-resisting frame buildings Type de document : texte imprimé Auteurs : Prayag J. Sayani, Auteur ; Emrah Erduran, Auteur ; Ryan, Keri L., Auteur Année de publication : 2012 Article en page(s) : pp. 1118-1131 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Acceleration  Base  isolation  Ductility  Nonlinear  analysis  Performance  characteristics  Response  spectra  Seismic  effects  Structural  response Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : In this study, the multihazard response of code-designed conventional and base-isolated steel frame buildings is evaluated using nonlinear response history analysis. The results of hazard and structural response analysis for 3-story moment-resisting frame buildings are presented in this paper. Three-dimensional models for both buildings are created, and seismic response is assessed for three scenario earthquakes. The response history analysis results indicate that the performance of the isolated building is superior to the conventional building in the design event. However, for the Maximum Considered Earthquake, the presence of outliers in the response data reduces confidence that the isolated building provides superior performance to its conventional counterpart. The potential causes of the outliers have been carefully evaluated. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1118_s1?isAuthorized=no [article] Comparative response assessment of minimally compliant low-rise base-isolated and conventional steel moment-resisting frame buildings [texte imprimé] / Prayag J. Sayani, Auteur ; Emrah Erduran, Auteur ; Ryan, Keri L., Auteur . - 2012 . - pp. 1118-1131. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1118-1131 Mots-clés : Acceleration  Base  isolation  Ductility  Nonlinear  analysis  Performance  characteristics  Response  spectra  Seismic  effects  Structural  response Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : In this study, the multihazard response of code-designed conventional and base-isolated steel frame buildings is evaluated using nonlinear response history analysis. The results of hazard and structural response analysis for 3-story moment-resisting frame buildings are presented in this paper. Three-dimensional models for both buildings are created, and seismic response is assessed for three scenario earthquakes. The response history analysis results indicate that the performance of the isolated building is superior to the conventional building in the design event. However, for the Maximum Considered Earthquake, the presence of outliers in the response data reduces confidence that the isolated building provides superior performance to its conventional counterpart. The potential causes of the outliers have been carefully evaluated. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1118_s1?isAuthorized=no

Numerical models validation of cracked square hollow section (SHS) Y- and K-joints / Seng-Tjhen Lie in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1132-11405 Titre : Numerical models validation of cracked square hollow section (SHS) Y- and K-joints Type de document : texte imprimé Auteurs : Seng-Tjhen Lie, Auteur ; Zheng-Mao Yang, Auteur Année de publication : 2012 Article en page(s) : pp. 1132-11405 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Axial  load  Crack  mouth  opening  displacement  Square  hollow  section  Plastic  collapse  load  YY-  and  KK-joints Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : To validate the accuracy of finite-element models of cracked square hollow section (SHS) Y- and K-joints, two full-scale precracked specimens were tested under static incremental loads up to failure. The load-displacement curves were plotted during the tests, and a set of linear variable displacement transducers (LVDTs) were used to record the crack mouth opening displacements (CMOD) at the deepest points, whereas the crack extension was captured using the standard Alternating Current Potential Drop (ACPD) technique. The experimental results are compared with the corresponding numerical results obtained using the nonlinear finite-element method. Both sets of results show good agreement with maximum percentage differences of 7.15 and 7.96% for the plastic collapse loads and crack mouth opening displacements, respectively. Hence, the numerical model adopted previously for the cracked SHS T-joints is robust and can also be used to estimate the plastic collapse load Pc and crack driving force Jep of any uniplanar tubular cracked Y- and K-joints. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1132_s1?isAuthorized=no [article] Numerical models validation of cracked square hollow section (SHS) Y- and K-joints [texte imprimé] / Seng-Tjhen Lie, Auteur ; Zheng-Mao Yang, Auteur . - 2012 . - pp. 1132-11405. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1132-11405 Mots-clés : Axial  load  Crack  mouth  opening  displacement  Square  hollow  section  Plastic  collapse  load  YY-  and  KK-joints Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : To validate the accuracy of finite-element models of cracked square hollow section (SHS) Y- and K-joints, two full-scale precracked specimens were tested under static incremental loads up to failure. The load-displacement curves were plotted during the tests, and a set of linear variable displacement transducers (LVDTs) were used to record the crack mouth opening displacements (CMOD) at the deepest points, whereas the crack extension was captured using the standard Alternating Current Potential Drop (ACPD) technique. The experimental results are compared with the corresponding numerical results obtained using the nonlinear finite-element method. Both sets of results show good agreement with maximum percentage differences of 7.15 and 7.96% for the plastic collapse loads and crack mouth opening displacements, respectively. Hence, the numerical model adopted previously for the cracked SHS T-joints is robust and can also be used to estimate the plastic collapse load Pc and crack driving force Jep of any uniplanar tubular cracked Y- and K-joints. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1132_s1?isAuthorized=no

Experimental validation of replaceable shear links for eccentrically braced steel frames / Nabil Mansour in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1141-1152 Titre : Experimental validation of replaceable shear links for eccentrically braced steel frames Type de document : texte imprimé Auteurs : Nabil Mansour, Auteur ; Christopoulos, Constantin, Auteur ; Robert Tremblay, Auteur Année de publication : 2012 Article en page(s) : pp. 1141-1152 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Aftershocks  Eccentrically  braced  steel  frames  Shear  link  Bolted  connection  Replaceable  link  Inelastic  rotations  Bearing Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : In the current design of steel eccentrically braced frames (EBFs), the yielding link is coupled with the floor beam. This often results in oversized link elements, which leads to overdesigned structures and foundations. In addition, the beams are expected to sustain significant damage through repeated inelastic deformations under design-level earthquakes, and thus the structure may require extensive repair or replacement. These drawbacks can be mitigated by designing EBFs with replaceable shear links. Two different replaceable link types with alternate section profiles, connection configurations, welding details, and intermediate stiffener spacings were tested. A total of 13 cyclic quasi-static full-scale cyclic tests were performed, including tests on EBFs with replaceable shear links, to study their inelastic seismic performance. The links exhibited a very good ductile behavior, developing stable and repeatable yielding. Additional inelastic rotation capacity can be achieved with bolted replaceable links when bolt bearing deformations are allowed to occur. The on-site replaceability of the link sections is confirmed even in the presence of residual deformations of 0.5% drift. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1141_s1?isAuthorized=no [article] Experimental validation of replaceable shear links for eccentrically braced steel frames [texte imprimé] / Nabil Mansour, Auteur ; Christopoulos, Constantin, Auteur ; Robert Tremblay, Auteur . - 2012 . - pp. 1141-1152. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1141-1152 Mots-clés : Aftershocks  Eccentrically  braced  steel  frames  Shear  link  Bolted  connection  Replaceable  link  Inelastic  rotations  Bearing Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : In the current design of steel eccentrically braced frames (EBFs), the yielding link is coupled with the floor beam. This often results in oversized link elements, which leads to overdesigned structures and foundations. In addition, the beams are expected to sustain significant damage through repeated inelastic deformations under design-level earthquakes, and thus the structure may require extensive repair or replacement. These drawbacks can be mitigated by designing EBFs with replaceable shear links. Two different replaceable link types with alternate section profiles, connection configurations, welding details, and intermediate stiffener spacings were tested. A total of 13 cyclic quasi-static full-scale cyclic tests were performed, including tests on EBFs with replaceable shear links, to study their inelastic seismic performance. The links exhibited a very good ductile behavior, developing stable and repeatable yielding. Additional inelastic rotation capacity can be achieved with bolted replaceable links when bolt bearing deformations are allowed to occur. The on-site replaceability of the link sections is confirmed even in the presence of residual deformations of 0.5% drift. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1141_s1?isAuthorized=no

New finite element for analysis of thin-walled structures / Bernardo Deschapelles in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1153-1167 Titre : New finite element for analysis of thin-walled structures Type de document : texte imprimé Auteurs : Bernardo Deschapelles, Auteur Année de publication : 2012 Article en page(s) : pp. 1153-1167 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Thin-walled  beam  Finite  element  method  Structural  analysis Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The analysis of thin-walled structures has been discussed by many theoreticians who produced seminal works. Unfortunately, these studies are based on mathematical formulations which are not easy to understand by the majority of engineers because the background provided by the undergraduate schools does not cover the solution of complex differential equations or the use of area coordinates in the calculation of cross-section properties. Accordingly, practicing engineers are often at a loss in problems involving nonlinear differential equations or the meaning of an elusive mechanical action called bimoment in the evaluation of longitudinal stresses caused by warping torsion. On the other hand, present day formulations should take advantage of the availability of computers that can easily handle the matrix relations on which the finite element analysis is based. This work presents a new finite element that allows the evasion of the aforementioned complexities. The main novelty is the discussion of a nonnodal degree of freedom that efficiently captures the possible shear flow along the longitudinal edges of a beam-column element. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1153_s1?isAuthorized=no [article] New finite element for analysis of thin-walled structures [texte imprimé] / Bernardo Deschapelles, Auteur . - 2012 . - pp. 1153-1167. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1153-1167 Mots-clés : Thin-walled  beam  Finite  element  method  Structural  analysis Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : The analysis of thin-walled structures has been discussed by many theoreticians who produced seminal works. Unfortunately, these studies are based on mathematical formulations which are not easy to understand by the majority of engineers because the background provided by the undergraduate schools does not cover the solution of complex differential equations or the use of area coordinates in the calculation of cross-section properties. Accordingly, practicing engineers are often at a loss in problems involving nonlinear differential equations or the meaning of an elusive mechanical action called bimoment in the evaluation of longitudinal stresses caused by warping torsion. On the other hand, present day formulations should take advantage of the availability of computers that can easily handle the matrix relations on which the finite element analysis is based. This work presents a new finite element that allows the evasion of the aforementioned complexities. The main novelty is the discussion of a nonnodal degree of freedom that efficiently captures the possible shear flow along the longitudinal edges of a beam-column element. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1153_s1?isAuthorized=no

Finite particle method for progressive failure simulation of truss structures / Ying Yu in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1168-1181 Titre : Finite particle method for progressive failure simulation of truss structures Type de document : texte imprimé Auteurs : Ying Yu, Auteur ; Glaucio H. Paulino, Auteur ; Luo, Yaozhi, Auteur Année de publication : 2012 Article en page(s) : pp. 1168-1181 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Finite  particle  method  Vector  mechanics  Explicit  time  integration  Failure  model  Progressive  failure  Energy  conservation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A structural analysis framework called the finite particle method (FPM) for structure failure simulation is presented in this paper. The traditional finite-element method is generated from continuum mechanics and the variational principle; vector mechanics form the basis of FPM. It discretizes the domain with finite particles whose motions are described by Newton’s second law. Instead of imposing a global equilibrium of the entire continuous system, FPM enforces equilibrium on each particle. Thus, particles are free to separate from one another, which is advantageous in the simulation of structural failure. One of the features of this approach is that no iterations to follow nonlinear laws are necessary, and no global matrices are formed or solved in this method. A convected material frame is used to evaluate the structure deformation and internal force. The explicit time integration is adopted to solve the equation of motion. To simulate the truss structure failure, a failure criterion on the basis of the ideal plastic constitutive model and a failure modeling algorithm are proposed by using FPM. According to the energy conservation study of a two-dimensional (2D) truss, the energy is decomposed and balanced during the failure process. Also, a more complicated three-dimensional (3D) structure failure simulation is given. The comparison of the simulation results and the practical failure mode shows the capability of this method. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1168_s1?isAuthorized=no [article] Finite particle method for progressive failure simulation of truss structures [texte imprimé] / Ying Yu, Auteur ; Glaucio H. Paulino, Auteur ; Luo, Yaozhi, Auteur . - 2012 . - pp. 1168-1181. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1168-1181 Mots-clés : Finite  particle  method  Vector  mechanics  Explicit  time  integration  Failure  model  Progressive  failure  Energy  conservation Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : A structural analysis framework called the finite particle method (FPM) for structure failure simulation is presented in this paper. The traditional finite-element method is generated from continuum mechanics and the variational principle; vector mechanics form the basis of FPM. It discretizes the domain with finite particles whose motions are described by Newton’s second law. Instead of imposing a global equilibrium of the entire continuous system, FPM enforces equilibrium on each particle. Thus, particles are free to separate from one another, which is advantageous in the simulation of structural failure. One of the features of this approach is that no iterations to follow nonlinear laws are necessary, and no global matrices are formed or solved in this method. A convected material frame is used to evaluate the structure deformation and internal force. The explicit time integration is adopted to solve the equation of motion. To simulate the truss structure failure, a failure criterion on the basis of the ideal plastic constitutive model and a failure modeling algorithm are proposed by using FPM. According to the energy conservation study of a two-dimensional (2D) truss, the energy is decomposed and balanced during the failure process. Also, a more complicated three-dimensional (3D) structure failure simulation is given. The comparison of the simulation results and the practical failure mode shows the capability of this method. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1168_s1?isAuthorized=no

Limit load carrying capacity of two-way slabs with two edges clamped and two edges simply supported in fire / Yu-li Dong in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1182-1192 Titre : Limit load carrying capacity of two-way slabs with two edges clamped and two edges simply supported in fire Type de document : texte imprimé Auteurs : Yu-li Dong, Auteur ; Chong-ji Zhu, Auteur Année de publication : 2012 Article en page(s) : pp. 1182-1192 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Two-way  slabs  Simply  supported  edges  Clamped  edges  Tensile  membrane  action  Fire  Yield  line  theory  Segment  equilibrium Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents test results of temperature distribution, central vertical deflection, and edge horizontal deflection of a two-way concrete slab with two edges clamped and two edges simply supported in fire. On the basis of experimental results, a segment equilibrium method was presented to calculate the limit load-carrying capacity of concrete slabs in fire conditions. The model considered the tensile membrane action contributing to the vertical component of reinforcement tensile forces after the formation of mechanism of the plastic hinge line. The model could clearly predict the effect of the restraint end moment on the plastic hinge line pattern. Comparison between the developed model and test results showed good correlation. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1182_s1?isAuthorized=no [article] Limit load carrying capacity of two-way slabs with two edges clamped and two edges simply supported in fire [texte imprimé] / Yu-li Dong, Auteur ; Chong-ji Zhu, Auteur . - 2012 . - pp. 1182-1192. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1182-1192 Mots-clés : Two-way  slabs  Simply  supported  edges  Clamped  edges  Tensile  membrane  action  Fire  Yield  line  theory  Segment  equilibrium Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper presents test results of temperature distribution, central vertical deflection, and edge horizontal deflection of a two-way concrete slab with two edges clamped and two edges simply supported in fire. On the basis of experimental results, a segment equilibrium method was presented to calculate the limit load-carrying capacity of concrete slabs in fire conditions. The model considered the tensile membrane action contributing to the vertical component of reinforcement tensile forces after the formation of mechanism of the plastic hinge line. The model could clearly predict the effect of the restraint end moment on the plastic hinge line pattern. Comparison between the developed model and test results showed good correlation. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1182_s1?isAuthorized=no

Nanoparticle reinforced polymer for blast protection of unreinforced masonry wall / M. Irshidat in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1193-1204 Titre : Nanoparticle reinforced polymer for blast protection of unreinforced masonry wall : laboratory blast load simulation and design models Type de document : texte imprimé Auteurs : M. Irshidat, Auteur ; A. Al-Ostaz, Auteur ; A. H.-D. Cheng, Auteur Année de publication : 2012 Article en page(s) : pp. 1193-1204 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Masonry  walls  Blast  loading  Nano  enhancement Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper investigates the performance of a new generation of nanoparticle-reinforced polymeric materials as an alternative to fiber-reinforced polymer for the protection of masonry structures against blast loads. The nanoparticles used in this study include exfoliated graphene nano platelets (XGnP) and polyhedral oligomeric silsesquioxane (POSS). The polymer is polyurea. A one-quarter scale physical model of unreinforced masonry walls, spray coated with the nanoparticle-reinforced polymers, are subjected to blast load in the Engineer Research and Development Center Blast Load Simulator facility. POSS-reinforced polyurea is observed to significantly enhance the performance of masonry walls sustaining blast loads, whereas XGnP reinforcement has only marginal improvement. To build a numerical simulation and engineering design capability, computer models using ANSYS AUTODYN and simplified analytical models are constructed. These models fairly accurately predict the observed laboratory tests. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1193_s1?isAuthorized=no [article] Nanoparticle reinforced polymer for blast protection of unreinforced masonry wall : laboratory blast load simulation and design models [texte imprimé] / M. Irshidat, Auteur ; A. Al-Ostaz, Auteur ; A. H.-D. Cheng, Auteur . - 2012 . - pp. 1193-1204. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1193-1204 Mots-clés : Masonry  walls  Blast  loading  Nano  enhancement Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper investigates the performance of a new generation of nanoparticle-reinforced polymeric materials as an alternative to fiber-reinforced polymer for the protection of masonry structures against blast loads. The nanoparticles used in this study include exfoliated graphene nano platelets (XGnP) and polyhedral oligomeric silsesquioxane (POSS). The polymer is polyurea. A one-quarter scale physical model of unreinforced masonry walls, spray coated with the nanoparticle-reinforced polymers, are subjected to blast load in the Engineer Research and Development Center Blast Load Simulator facility. POSS-reinforced polyurea is observed to significantly enhance the performance of masonry walls sustaining blast loads, whereas XGnP reinforcement has only marginal improvement. To build a numerical simulation and engineering design capability, computer models using ANSYS AUTODYN and simplified analytical models are constructed. These models fairly accurately predict the observed laboratory tests. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1193_s1?isAuthorized=no

Response of arching unreinforced concrete masonry walls to blast loading / Badr M. Abou-Zeid in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1205-1214 Titre : Response of arching unreinforced concrete masonry walls to blast loading Type de document : texte imprimé Auteurs : Badr M. Abou-Zeid, Auteur ; El-Dakhakhni, Wael W., Auteur ; A. Ghani Razaqpur, Auteur Année de publication : 2012 Article en page(s) : pp. 1205-1214 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Arching  action  Blast  loads  Concrete  masonry  Experimental  results  Out-of-plane  capacity  Retrofit  methods  System  identification Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : New standards for blast protection of buildings are currently being developed in the United States and Canada. In this regard, both standards are considering unreinforced masonry (URM) walls as particularly vulnerable to blast events and may not be used in blast-resisting structural systems. In this paper, the effectiveness of enforcing arching action as a cost-effective hardening technique for vertically spanning one-way URM walls under blast loads is investigated. A total of eight full-scale concrete-block URM walls were subjected to blast loads generated by high explosives. Enforcing URM walls arching between rigid supports significantly enhanced their out-of-plane blast resistance compared to similar nonarching (flexural) URM walls. Moreover, no fragments or debris were observed on the leeward side of the arching walls, indicating the potential of the proposed hardening technique in reducing the hazard level on the occupants of buildings with exterior URM walls. The improved performance is attributed to the formation of hinges at the walls’ supports and midheights. This three-hinged arch mechanism allowed the walls to develop large in-plane compressive forces, which subsequently increased their out-of-plane resistances and prevented flying debris due to increased friction forces between the masonry courses. Comparing the observed strength of the arched walls to their strength predicted by existing models showed a significant underestimation of the actual wall strengths. The results of the study clearly demonstrate that, with minimal structural intervention, URM walls can significantly improve the building envelope performance and contribute to the structural resistance of blast loads. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1205_s1?isAuthorized=no [article] Response of arching unreinforced concrete masonry walls to blast loading [texte imprimé] / Badr M. Abou-Zeid, Auteur ; El-Dakhakhni, Wael W., Auteur ; A. Ghani Razaqpur, Auteur . - 2012 . - pp. 1205-1214. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1205-1214 Mots-clés : Arching  action  Blast  loads  Concrete  masonry  Experimental  results  Out-of-plane  capacity  Retrofit  methods  System  identification Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : New standards for blast protection of buildings are currently being developed in the United States and Canada. In this regard, both standards are considering unreinforced masonry (URM) walls as particularly vulnerable to blast events and may not be used in blast-resisting structural systems. In this paper, the effectiveness of enforcing arching action as a cost-effective hardening technique for vertically spanning one-way URM walls under blast loads is investigated. A total of eight full-scale concrete-block URM walls were subjected to blast loads generated by high explosives. Enforcing URM walls arching between rigid supports significantly enhanced their out-of-plane blast resistance compared to similar nonarching (flexural) URM walls. Moreover, no fragments or debris were observed on the leeward side of the arching walls, indicating the potential of the proposed hardening technique in reducing the hazard level on the occupants of buildings with exterior URM walls. The improved performance is attributed to the formation of hinges at the walls’ supports and midheights. This three-hinged arch mechanism allowed the walls to develop large in-plane compressive forces, which subsequently increased their out-of-plane resistances and prevented flying debris due to increased friction forces between the masonry courses. Comparing the observed strength of the arched walls to their strength predicted by existing models showed a significant underestimation of the actual wall strengths. The results of the study clearly demonstrate that, with minimal structural intervention, URM walls can significantly improve the building envelope performance and contribute to the structural resistance of blast loads. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1205_s1?isAuthorized=no

Use of wavelet-based damage-sensitive features for structural damage diagnosis using strong motion data / Hae Young Noh in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1215-1228 Titre : Use of wavelet-based damage-sensitive features for structural damage diagnosis using strong motion data Type de document : texte imprimé Auteurs : Hae Young Noh, Auteur ; Nair, K. Krishnan, Auteur ; Dimitrios G. Lignos, Auteur Année de publication : 2012 Article en page(s) : pp. 1215-1228 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Assessment  Monitoring  Nonstationary  processes  Earthquake  engineering  Diagnosis  Structural  failures  Frequency  analysis  Natural  frequency Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper introduces three wavelet-based damage-sensitive features (DSFs) extracted from structural responses recorded during earthquakes to diagnose structural damage. Because earthquake excitations are nonstationary, the wavelet transform, which represents data as a weighted sum of time-localized waves, is used to model the structural responses. These DSFs are defined as functions of wavelet energies at particular frequencies and specific times. The first DSF (DSF1) indicates how the wavelet energy at the original natural frequency of the structure changes as the damage progresses. The second DSF (DSF2) indicates how much the wavelet energy is spread out in time. The third DSF (DSF3) reflects how slowly the wavelet energy decays with time. The performance of these DSFs is validated using two sets of shake-table test data. The results show that as the damage extent increases, the DSF1 value decreases and the DSF2 and DSF3 values increase. Thus, these DSFs can be used to diagnose structural damage. The robustness of these DSFs to different input ground motions is also investigated using a set of simulated data. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1215_s1?isAuthorized=no [article] Use of wavelet-based damage-sensitive features for structural damage diagnosis using strong motion data [texte imprimé] / Hae Young Noh, Auteur ; Nair, K. Krishnan, Auteur ; Dimitrios G. Lignos, Auteur . - 2012 . - pp. 1215-1228. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1215-1228 Mots-clés : Assessment  Monitoring  Nonstationary  processes  Earthquake  engineering  Diagnosis  Structural  failures  Frequency  analysis  Natural  frequency Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper introduces three wavelet-based damage-sensitive features (DSFs) extracted from structural responses recorded during earthquakes to diagnose structural damage. Because earthquake excitations are nonstationary, the wavelet transform, which represents data as a weighted sum of time-localized waves, is used to model the structural responses. These DSFs are defined as functions of wavelet energies at particular frequencies and specific times. The first DSF (DSF1) indicates how the wavelet energy at the original natural frequency of the structure changes as the damage progresses. The second DSF (DSF2) indicates how much the wavelet energy is spread out in time. The third DSF (DSF3) reflects how slowly the wavelet energy decays with time. The performance of these DSFs is validated using two sets of shake-table test data. The results show that as the damage extent increases, the DSF1 value decreases and the DSF2 and DSF3 values increase. Thus, these DSFs can be used to diagnose structural damage. The robustness of these DSFs to different input ground motions is also investigated using a set of simulated data. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1215_s1?isAuthorized=no

Optimal topological design of periodic structures for natural frequencies / Zhi Hao Zuo in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1229-1240 Titre : Optimal topological design of periodic structures for natural frequencies Type de document : texte imprimé Auteurs : Zhi Hao Zuo, Auteur ; Yi Min Xie, Auteur Année de publication : 2012 Article en page(s) : pp. 1229-1240 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Topology  optimization  Bidirectional  evolutionary  structural  optimization  (BESO)  Eigenvalue  Natural  frequency  Periodic  structures  Repetitive  structures Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper proposes a method for topology optimization of periodic structures on dynamic problems by using an improved bidirectional evolutionary structural optimization (BESO) technique. Frequency optimization and frequency-stiffness optimization are formulated for periodic continuum structures at the macroscopic level under arbitrary loadings and boundaries. Numerical instabilities that occur in common topological frequency optimization are dealt with by eliminating singular and single-hinged elements and removing alternative element groups in case of sudden drops of the relevant frequency. Layout periodicity of the optimal design is guaranteed by creating a representative unit cell (RUC) on the basis of a user-defined cell mode and averaging the sensitivities from all unit cells into the RUC. The capability and effectiveness of the proposed approach are demonstrated by numerical experiments with various cell modes. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1229_s1?isAuthorized=no [article] Optimal topological design of periodic structures for natural frequencies [texte imprimé] / Zhi Hao Zuo, Auteur ; Yi Min Xie, Auteur . - 2012 . - pp. 1229-1240. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1229-1240 Mots-clés : Topology  optimization  Bidirectional  evolutionary  structural  optimization  (BESO)  Eigenvalue  Natural  frequency  Periodic  structures  Repetitive  structures Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : This paper proposes a method for topology optimization of periodic structures on dynamic problems by using an improved bidirectional evolutionary structural optimization (BESO) technique. Frequency optimization and frequency-stiffness optimization are formulated for periodic continuum structures at the macroscopic level under arbitrary loadings and boundaries. Numerical instabilities that occur in common topological frequency optimization are dealt with by eliminating singular and single-hinged elements and removing alternative element groups in case of sudden drops of the relevant frequency. Layout periodicity of the optimal design is guaranteed by creating a representative unit cell (RUC) on the basis of a user-defined cell mode and averaging the sensitivities from all unit cells into the RUC. The capability and effectiveness of the proposed approach are demonstrated by numerical experiments with various cell modes. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1229_s1?isAuthorized=no

Measures of circularity for shell structures / M. Gillie in Journal of structural engineering, Vol. 137 N° 10 (Octobre 2011) 

Public ISBD [article]  in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1241-1243 Titre : Measures of circularity for shell structures Type de document : texte imprimé Auteurs : M. Gillie, Auteur Année de publication : 2012 Article en page(s) : pp. 1241-1243 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Shell  structures  Out-of-roundness  Imperfection  Buckling Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Most design codes for circular shell structures include a limit on out-of-round imperfections. However, commonly used measures of out-of-roundness fail to identify shapes that have constant diameter but are not circular. It is shown that out-of-roundness imperfections that take these forms can significantly affect the strength of nominally circular shell structures. An alternative measure of out-of-roundness is proposed that captures all out-of-round shapes, gives the same measure of out-of-roundness for elliptical structures as currently used measures, and is easy to apply. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1241_s1?isAuthorized=no [article] Measures of circularity for shell structures [texte imprimé] / M. Gillie, Auteur . - 2012 . - pp. 1241-1243. Génie Civil Langues : Anglais (eng) in Journal of structural engineering > Vol. 137 N° 10 (Octobre 2011) . - pp. 1241-1243 Mots-clés : Shell  structures  Out-of-roundness  Imperfection  Buckling Index. décimale : 624 Constructions du génie civil et du bâtiment. Infrastructures. Ouvrages en terres. Fondations. Tunnels. Ponts et charpentes Résumé : Most design codes for circular shell structures include a limit on out-of-round imperfections. However, commonly used measures of out-of-roundness fail to identify shapes that have constant diameter but are not circular. It is shown that out-of-roundness imperfections that take these forms can significantly affect the strength of nominally circular shell structures. An alternative measure of out-of-roundness is proposed that captures all out-of-round shapes, gives the same measure of out-of-roundness for elliptical structures as currently used measures, and is easy to apply. DEWEY : 624.17 ISSN : 0733-9445 En ligne : http://ascelibrary.org/sto/resource/1/jsendh/v137/i10/p1241_s1?isAuthorized=no

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