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girder</title> <meta name="description" content="Search results for: plate girder"> <meta name="keywords" content="plate girder"> <meta name="viewport" content="width=device-width, initial-scale=1, minimum-scale=1, maximum-scale=1, user-scalable=no"> <meta charset="utf-8"> <link href="https://cdn.waset.org/favicon.ico" type="image/x-icon" rel="shortcut icon"> <link href="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/css/bootstrap.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/plugins/fontawesome/css/all.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/css/site.css?v=150220211555" rel="stylesheet"> </head> <body> <header> <div class="container"> <nav class="navbar navbar-expand-lg navbar-light"> <a class="navbar-brand" href="https://waset.org"> <img src="https://cdn.waset.org/static/images/wasetc.png" alt="Open Science Research Excellence" title="Open Science Research Excellence" /> </a> <button class="d-block d-lg-none navbar-toggler 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id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="plate girder"> <input type="submit" class="btn_search" value="Search"> </div> </div> </form> </div> </div> <div class="row mt-3"> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Commenced</strong> in January 2007</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Frequency:</strong> Monthly</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Edition:</strong> International</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Paper Count:</strong> 1009</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: plate girder</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1009</span> Hybrid Stainless Steel Girder for Bridge Construction</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Tetsuya%20Yabuki">Tetsuya Yabuki</a>, <a href="https://publications.waset.org/abstracts/search?q=Yasunori%20Arizumi"> Yasunori Arizumi</a>, <a href="https://publications.waset.org/abstracts/search?q=Tetsuhiro%20Shimozato"> Tetsuhiro Shimozato</a>, <a href="https://publications.waset.org/abstracts/search?q=Samy%20Guezouli"> Samy Guezouli</a>, <a href="https://publications.waset.org/abstracts/search?q=Hiroaki%20Matsusita"> Hiroaki Matsusita</a>, <a href="https://publications.waset.org/abstracts/search?q=Masayuki%20Tai"> Masayuki Tai</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The main object of this paper is to present the research results of the development of a hybrid stainless steel girder system for bridge construction undertaken at University of Ryukyu. In order to prevent the corrosion damage and reduce the fabrication costs, a hybrid stainless steel girder in bridge construction is developed, the stainless steel girder of which is stiffened and braced by structural carbon steel materials. It is verified analytically and experimentally that the ultimate strength of the hybrid stainless steel girder is equal to or greater than that of conventional carbon steel girder. The benefit of the life-cycle cost of the hybrid stainless steel girder is also shown. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=smart%20structure" title="smart structure">smart structure</a>, <a href="https://publications.waset.org/abstracts/search?q=hybrid%20stainless%20steel%20members" title=" hybrid stainless steel members"> hybrid stainless steel members</a>, <a href="https://publications.waset.org/abstracts/search?q=ultimate%20strength" title=" ultimate strength"> ultimate strength</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20bridge" title=" steel bridge"> steel bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=corrosion%20prevention" title=" corrosion prevention"> corrosion prevention</a> </p> <a href="https://publications.waset.org/abstracts/51375/hybrid-stainless-steel-girder-for-bridge-construction" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/51375.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">378</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1008</span> Shear Capacity of Rectangular Duct Panel Experiencing Internal Pressure</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=K.%20S.%20Sivakumaran">K. S. Sivakumaran</a>, <a href="https://publications.waset.org/abstracts/search?q=T.%20Thanga"> T. Thanga</a>, <a href="https://publications.waset.org/abstracts/search?q=B.%20Halabieh"> B. Halabieh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The end panels of a large rectangular industrial duct, which experience significant internal pressures, also experience considerable transverse shear due to transfer of gravity loads to the supports. The current design practice of such thin plate panels for shear load is based on methods used for the design of plate girder webs. The structural arrangements, the loadings and the resulting behavior associated with the industrial duct end panels are, however, significantly different than those of the web of a plate girder. The large aspect ratio of the end panels gives rise to multiple bands of tension fields, whereas the plate girder web design is based on one tension field. In addition to shear, the industrial end panels are subjected to internal pressure which in turn produces significant membrane action. This paper reports a study which was undertaken to review the current industrial analysis and design methods and to propose a comprehensive method of designing industrial duct end panels for shear resistance. In this investigation, a nonlinear finite element model was developed to simulate the behavior of industrial duct end panel subjected to transverse shear and internal pressures. The model considered the geometric imperfections and constitutive relations for steels. Six scale independent dimensionless parameters that govern the behavior of such end panel were identified and were then used in an extensive parametric study. It was concluded that the plate slenderness dominates the shear strength of stockier end panels, and whereas, the aspect ratio and plate slenderness influence the shear strength of slender end panels. Based on these studies, this paper proposes design aids for estimating the shear strength of rectangular duct end panels. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=thin%20plate" title="thin plate">thin plate</a>, <a href="https://publications.waset.org/abstracts/search?q=transverse%20shear" title=" transverse shear"> transverse shear</a>, <a href="https://publications.waset.org/abstracts/search?q=tension%20field" title=" tension field"> tension field</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=parametric%20study" title=" parametric study"> parametric study</a>, <a href="https://publications.waset.org/abstracts/search?q=design" title=" design"> design</a> </p> <a href="https://publications.waset.org/abstracts/42058/shear-capacity-of-rectangular-duct-panel-experiencing-internal-pressure" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/42058.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">222</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1007</span> Tensile Force Estimation for Real-Size Pre-Stressed Concrete Girder using Embedded Elasto-Magnetic Sensor</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Junkyeong%20Kim">Junkyeong Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Jooyoung%20Park"> Jooyoung Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Aoqi%20Zhang"> Aoqi Zhang</a>, <a href="https://publications.waset.org/abstracts/search?q=Seunghee%20Park"> Seunghee Park</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The tensile force of Pre-Stressed Concrete (PSC) girder is the most important factor for evaluating the performance of PSC girder bridges. To measure the tensile force of PSC girder, several NDT methods were studied. However, conventional NDT method cannot be applied to the real-size PSC girder because the PS tendons could not be approached. To measure the tensile force of real-size PSC girder, this study proposed embedded EM sensor based tensile force estimation method. The embedded EM sensor could be installed inside of PSC girder as a sheath joint before the concrete casting. After curing process, the PS tendons were installed, and the tensile force was induced step by step using hydraulic jacking machine. The B-H loop was measured using embedded EM sensor at each tensile force steps and to compare with actual tensile force, the load cell was installed at each end of girder. The magnetization energy loss, that is the closed area of B-H loop, was decreased according to the increase of tensile force with regular pattern. Thus, the tensile force could be estimated by the tracking the change of magnetization energy loss of PS tendons. Through the experimental result, the proposed method can be used to estimate the tensile force of the in-situ real-size PSC girder bridge. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=tensile%20force%20estimation" title="tensile force estimation">tensile force estimation</a>, <a href="https://publications.waset.org/abstracts/search?q=embedded%20EM%20sensor" title=" embedded EM sensor"> embedded EM sensor</a>, <a href="https://publications.waset.org/abstracts/search?q=magnetization%20energy%20loss" title=" magnetization energy loss"> magnetization energy loss</a>, <a href="https://publications.waset.org/abstracts/search?q=PSC%20girder" title=" PSC girder"> PSC girder</a> </p> <a href="https://publications.waset.org/abstracts/57237/tensile-force-estimation-for-real-size-pre-stressed-concrete-girder-using-embedded-elasto-magnetic-sensor" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/57237.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">337</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1006</span> FEM and Experimental Studies on the Filled Steel I-Girder Bridge</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Waheed%20Ahmad%20Safi">Waheed Ahmad Safi</a>, <a href="https://publications.waset.org/abstracts/search?q=Shunichi%20Nakamura"> Shunichi Nakamura</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Steel/concrete composite bridge with the concrete filled steel I-girder (CFIG) was proposed, and the bending and shear strength was studied by experiments and FEM analysis. The area surrounded by the upper and lower flanges and the web is filled with concrete in CFIG, which is used at the intermediate support of a continuous girder. The bending and shear tests of the CFIG were carried out, showing that the bending strength of CFIG was 2.8 times of the conventional steel I-girder and the shear strength was 3.0 times of the steel I-girder. Finite element models were established to clarify bending and shear behaviors and the load transfer mechanism of CFIG. FEM result agreed very well with the test results. The FEM model was also applied to simulate the shear tests of the CFIG specimens. A trail design was carried out for a four-span continuous highway bridge and the design method was established. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bending%20strength" title="bending strength">bending strength</a>, <a href="https://publications.waset.org/abstracts/search?q=concrete%20filled%20steel%20I-girder" title=" concrete filled steel I-girder"> concrete filled steel I-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20I-girder" title=" steel I-girder"> steel I-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=FEM" title=" FEM"> FEM</a>, <a href="https://publications.waset.org/abstracts/search?q=limit%20states%20design%20and%20shear%20strength" title=" limit states design and shear strength"> limit states design and shear strength</a> </p> <a href="https://publications.waset.org/abstracts/76921/fem-and-experimental-studies-on-the-filled-steel-i-girder-bridge" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/76921.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">263</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1005</span> Suggestion of Reasonable Analysis Model for T-Girder Modular Bridge</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Soonwon%20Kang">Soonwon Kang</a>, <a href="https://publications.waset.org/abstracts/search?q=Jinwoong%20Choi"> Jinwoong Choi</a>, <a href="https://publications.waset.org/abstracts/search?q=Sungnam%20Hong"> Sungnam Hong</a>, <a href="https://publications.waset.org/abstracts/search?q=Seung-Kyung%20Kye"> Seung-Kyung Kye</a>, <a href="https://publications.waset.org/abstracts/search?q=Sun-Kyu%20Park"> Sun-Kyu Park</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The modular bridge is to be constructed by assembling standardized precast segments. This bridge is classified as a slab type and T-girder type. The T-girder bridge has transverse joint. However, it did not perform the verification on the transverse joint, but the slab type was done on the analytic study on the joint. Therefore, it is necessary for precast modular T-girder bridge that has a transverse joint to propose an appropriated model. In this study, specimens and analysis models compared integrated type with segmented type. Results of the integrated and segmented specimens, each of the deflection was 98.40mm and 74.66mm when the maximum load was 269.71kN and 248.29kN, in case of the modeling the specimens, each of the deflection was 84.04mm, 69.39mm when the maximum load was 269.71kN, 248.29kN, therefore, the precast T-girder modular bridges form the analytic model proposed appropriate. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=precast" title="precast">precast</a>, <a href="https://publications.waset.org/abstracts/search?q=T-girder%20modular%20bridge" title=" T-girder modular bridge"> T-girder modular bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=joint" title=" joint"> joint</a> </p> <a href="https://publications.waset.org/abstracts/13687/suggestion-of-reasonable-analysis-model-for-t-girder-modular-bridge" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/13687.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">416</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1004</span> Simulation and Experimental Study on Tensile Force Measurement of PS Tendons Using an Embedded EM Sensor</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=ByoungJoon%20Yu">ByoungJoon Yu</a>, <a href="https://publications.waset.org/abstracts/search?q=Junkyeong%20Kim"> Junkyeong Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Seunghee%20Park"> Seunghee Park</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The tensile force estimation PS tendons is in great demand on monitoring the structural health condition of PSC girder bridges. Measuring the tensile force of the PS tendons inside the PSC girder using conventional methods is hard due to its location. In this paper, an embedded EM sensor based tensile force estimation of PS tendon was carried out by measuring the permeability of the PS tendons in PSC girder. The permeability is changed due to the induced tensile force by the magneto-elastic effect and the effect then lead to the gradient change of the B-H curve. An experiment was performed to obtain the signals from the EM sensor using three down-scaled PSC girder models. The permeability of PS tendons was proportionally decreased according to the increase of the tensile forces. To verify the experiment results, a simulation of tensile force estimation will be conducted in further study. Consequently, it is expected that both the experiment results and the simulation results increase the accuracy of the tensile force estimation, and then it could be one of the solutions for evaluating the performance of PSC girder. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=tensile%20force%20estimation" title="tensile force estimation">tensile force estimation</a>, <a href="https://publications.waset.org/abstracts/search?q=embedded%20EM%20sensor" title=" embedded EM sensor"> embedded EM sensor</a>, <a href="https://publications.waset.org/abstracts/search?q=PSC%20girder" title=" PSC girder"> PSC girder</a>, <a href="https://publications.waset.org/abstracts/search?q=EM%20sensor%20simulation" title=" EM sensor simulation"> EM sensor simulation</a>, <a href="https://publications.waset.org/abstracts/search?q=cross%20section%20loss" title=" cross section loss"> cross section loss</a> </p> <a href="https://publications.waset.org/abstracts/57263/simulation-and-experimental-study-on-tensile-force-measurement-of-ps-tendons-using-an-embedded-em-sensor" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/57263.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">479</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1003</span> Ultimate Shear Resistance of Plate Girders Part 2- Höglund Theory </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20S.%20Elamary">Ahmed S. Elamary</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Ultimate shear resistance (USR) of slender plate girders can be predicted theoretically using Cardiff theory or Hӧglund theory. This paper will be concerned with predicting the USR using Hӧglund theory and EC3. Two main factors can affect the USR, the panel width “b” and the web depth “d”, consequently, the panel aspect ratio (b/d) has to be identified by limits. In most of the previous study, there is no limit for panel aspect ratio indicated. In this paper theoretical analysis has been conducted to study the effect of (b/d) on the USR. The analysis based on ninety-six test results of steel plate girders subjected to shear executed and collected by others. New formula proposed to predict the percentage of the distance between the plastic hinges form in the flanges “c” to panel width “b”. Conservative limits of (c/b) have been suggested to get a consistent value of USR. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=ultimate%20shear%20resistance" title="ultimate shear resistance">ultimate shear resistance</a>, <a href="https://publications.waset.org/abstracts/search?q=plate%20girder" title=" plate girder"> plate girder</a>, <a href="https://publications.waset.org/abstracts/search?q=H%D3%A7glund%E2%80%99s%20theory" title=" Hӧglund’s theory"> Hӧglund’s theory</a>, <a href="https://publications.waset.org/abstracts/search?q=EC3" title=" EC3"> EC3</a> </p> <a href="https://publications.waset.org/abstracts/2897/ultimate-shear-resistance-of-plate-girders-part-2-hoglund-theory" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/2897.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">412</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1002</span> Behavior of Composite Construction Precast Reactive Powder RC Girder and Ordinary RC Deck Slab </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nameer%20A.%20Alwash">Nameer A. Alwash</a>, <a href="https://publications.waset.org/abstracts/search?q=Dunia%20A.%20Abd%20AlRadha"> Dunia A. Abd AlRadha</a>, <a href="https://publications.waset.org/abstracts/search?q=Arshed%20M.%20Aljanaby"> Arshed M. Aljanaby</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This study present an experimental investigation of composite behavior for hybrid reinforced concrete slab on girder from locale material in Iraq, ordinary concrete, NC, in slab and reactive powder concrete in girder ,RPC, with steel fibers of different types(straight, hook, and mix between its), tested as simply supported span subjected under two point loading, also study effects on overall behavior such as the ultimate load, crack width and deflection. The result shows that the most suitable for production girder from RPC by using 2% micro straight steel fiber, in terms of ultimate strength and min crack width. Also the results shows that using RPC in girder of composite section increased ultimate load by 79% when compared with same section made of NC, and increased the shear strength which erased the effect of changing reinforcement in shear, and using RPC in girder and epoxy (in shear transfer between composite section) (meaning no stirrups) equivalent presence of shear reinforcement by 90% when compared with same section using Φ8@100 as shear reinforcement. And the result shows that changing the cross section girder shape of the composite section to inverted T, with same section area, increased the ultimate load by 5% when compared with same section of rectangular shape girder. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=reactive%20powder%20concrete" title="reactive powder concrete">reactive powder concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=RPC" title=" RPC"> RPC</a>, <a href="https://publications.waset.org/abstracts/search?q=hybrid%20concrete" title=" hybrid concrete"> hybrid concrete</a>, <a href="https://publications.waset.org/abstracts/search?q=composite%20section" title=" composite section"> composite section</a>, <a href="https://publications.waset.org/abstracts/search?q=RC%20girder" title=" RC girder"> RC girder</a>, <a href="https://publications.waset.org/abstracts/search?q=RC%20slab" title=" RC slab"> RC slab</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20connecters" title=" shear connecters"> shear connecters</a>, <a href="https://publications.waset.org/abstracts/search?q=inverted%20T%20section" title=" inverted T section"> inverted T section</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20reinforcment" title=" shear reinforcment"> shear reinforcment</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20span%20over%20effective%20depth" title=" shear span over effective depth"> shear span over effective depth</a> </p> <a href="https://publications.waset.org/abstracts/23769/behavior-of-composite-construction-precast-reactive-powder-rc-girder-and-ordinary-rc-deck-slab" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23769.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">362</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1001</span> A New Developed Formula to Determine the Shear Buckling Stress in Welded Aluminum Plate Girders</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Badr%20Alsulami">Badr Alsulami</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20S.%20Elamary"> Ahmed S. Elamary</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper summarizes and presents main results of an in-depth numerical analysis dealing with the shear buckling resistance of aluminum plate girders. The studies conducted have permitted the development of a simple design expression to determine the critical shear buckling stress in aluminum web panels. This expression takes into account the effects of reduction of strength in aluminum alloys due to the welding process. Ultimate shear resistance (USR) of plate girders can be obtained theoretically using Cardiff theory or Hӧglund’s theory. USR of aluminum alloy plate girders predicted theoretically using BS8118 appear inconsistent when compared with test data. Theoretical predictions based on Hӧglund’s theory, are more realistic. Cardiff theory proposed to predict the USR of steel plate girders only. Welded aluminum alloy plate girders studied experimentally by others; the USR resulted from tests are reviewed. Comparison between the test results with the values obtained from Hӧglund’s theory, BS8118 design method, and Cardiff theory performed theoretically. Finally, a new equation based on Cardiff tension-field theory proposed to predict theoretically the USR of aluminum plate girders. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=shear%20resistance" title="shear resistance">shear resistance</a>, <a href="https://publications.waset.org/abstracts/search?q=aluminum" title=" aluminum"> aluminum</a>, <a href="https://publications.waset.org/abstracts/search?q=Cardiff%20theory" title=" Cardiff theory"> Cardiff theory</a>, <a href="https://publications.waset.org/abstracts/search?q=H%D3%A7glund%27s%20theory" title=" Hӧglund's theory"> Hӧglund's theory</a>, <a href="https://publications.waset.org/abstracts/search?q=plate%20girder" title=" plate girder"> plate girder</a> </p> <a href="https://publications.waset.org/abstracts/2896/a-new-developed-formula-to-determine-the-shear-buckling-stress-in-welded-aluminum-plate-girders" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/2896.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">426</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">1000</span> Development of a Value Evaluation Model of Highway Box-Girder Bridge</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hao%20Hsi%20Tseng">Hao Hsi Tseng</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Taiwan’s infrastructure is gradually deteriorating, while resources for maintenance and replacement are increasingly limited, raising the urgent need for methods for maintaining existing infrastructure within constrained budgets. Infrastructure value evaluation is used to enhance the efficiency of infrastructure maintenance work, allowing administrators to quickly assess the maintenance needs and performance by observing variation in infrastructure value. This research establishes a value evaluation model for Taiwan’s highway box girder bridges. The operating mechanism and process of the model are illustrated in a practical case. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=box%20girder%20bridge" title="box girder bridge">box girder bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=deterioration" title=" deterioration"> deterioration</a>, <a href="https://publications.waset.org/abstracts/search?q=infrastructure" title=" infrastructure"> infrastructure</a>, <a href="https://publications.waset.org/abstracts/search?q=maintenance" title=" maintenance"> maintenance</a>, <a href="https://publications.waset.org/abstracts/search?q=value%20evaluation" title=" value evaluation"> value evaluation</a> </p> <a href="https://publications.waset.org/abstracts/81228/development-of-a-value-evaluation-model-of-highway-box-girder-bridge" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/81228.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">190</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">999</span> Lateral-Torsional Buckling of Steel Girder Systems Braced by Solid Web Crossbeams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ruoyang%20Tang">Ruoyang Tang</a>, <a href="https://publications.waset.org/abstracts/search?q=Jianguo%20Nie"> Jianguo Nie</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Lateral-torsional bracing members are critical to the stability of girder systems during the construction phase of steel-concrete composite bridges, and the interaction effect of multiple girders plays an essential role in the determination of buckling load. In this paper, an investigation is conducted on the lateral-torsional buckling behavior of the steel girder system which is composed of three or four I-shaped girders and braced by solid web crossbeams. The buckling load for such girder system is comprehensively analyzed and an analytical solution is developed for uniform pressure loading conditions. Furthermore, post-buckling analysis including initial geometric imperfections is performed and parametric studies in terms of bracing density, stiffness ratio as well as the number and spacing of girders are presented in order to find the optimal bracing plans for an arbitrary girder layout. The theoretical solution of critical load on account of local buckling mode shows good agreement with the numerical results in eigenvalue analysis. In addition, parametric analysis results show that both bracing density and stiffness ratio have a significant impact on the initial stiffness, global stability and failure mode of such girder system. Taking into consideration the effect of initial geometric imperfections, an increase in bracing density between adjacent girders can effectively improve the bearing capacity of the structure, and higher beam-girder stiffness ratio can result in a more ductile failure mode. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bracing%20member" title="bracing member">bracing member</a>, <a href="https://publications.waset.org/abstracts/search?q=construction%20stage" title=" construction stage"> construction stage</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral-torsional%20buckling" title=" lateral-torsional buckling"> lateral-torsional buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20girder%20system" title=" steel girder system"> steel girder system</a> </p> <a href="https://publications.waset.org/abstracts/124929/lateral-torsional-buckling-of-steel-girder-systems-braced-by-solid-web-crossbeams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/124929.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">124</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">998</span> Fatigue Evaluation of Link Slab for Continuous Girder-Type Precast Modular Bridges</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jae-Joon%20Song">Jae-Joon Song</a>, <a href="https://publications.waset.org/abstracts/search?q=Sang-Yoon%20Lee"> Sang-Yoon Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Bong-Chul%20Joo"> Bong-Chul Joo</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The girder-type precast modular bridge has been developed as a simply supported bridge. The girder-type precast modular bridge could be applied to the multi-span bridges through the continuity method. The continuity of the girder-type precast modular bridge is achieved by using the link slab which is easy to construction and appropriate to the rapid construction. In this study, the link slab with transition zone was used for the continuity of the precast modular bridges, and the construction detail of link slab was modified. In addition, the modified iterative design method of link slab was proposed in this study. To verify the proposed design method, the fatigue test using the mock-up specimen was conducted with cycle loading condition up to two million cycles. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=precast" title="precast">precast</a>, <a href="https://publications.waset.org/abstracts/search?q=modular%20bridge" title=" modular bridge"> modular bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=link%20slab" title=" link slab"> link slab</a> </p> <a href="https://publications.waset.org/abstracts/21430/fatigue-evaluation-of-link-slab-for-continuous-girder-type-precast-modular-bridges" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/21430.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">436</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">997</span> Design Challenges for Severely Skewed Steel Bridges</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Muna%20Mitchell">Muna Mitchell</a>, <a href="https://publications.waset.org/abstracts/search?q=Akshay%20Parchure"> Akshay Parchure</a>, <a href="https://publications.waset.org/abstracts/search?q=Krishna%20Singaraju"> Krishna Singaraju</a> </p> <p class="card-text"><strong>Abstract:</strong></p> There is an increasing need for medium- to long-span steel bridges with complex geometry due to site restrictions in developed areas. One of the solutions to grade separations in congested areas is to use longer spans on skewed supports that avoid at-grade obstructions limiting impacts to the foundation. Where vertical clearances are also a constraint, continuous steel girders can be used to reduce superstructure depths. Combining continuous long steel spans on severe skews can resolve the constraints at a cost. The behavior of skewed girders is challenging to analyze and design with subsequent complexity during fabrication and construction. As a part of a corridor improvement project, Walter P Moore designed two 1700-foot side-by-side bridges carrying four lanes of traffic in each direction over a railroad track. The bridges consist of prestressed concrete girder approach spans and three-span continuous steel plate girder units. The roadway design added complex geometry to the bridge with horizontal and vertical curves combined with superelevation transitions within the plate girder units. The substructure at the steel units was skewed approximately 56 degrees to satisfy the existing railroad right-of-way requirements. A horizontal point of curvature (PC) near the end of the steel units required the use flared girders and chorded slab edges. Due to the flared girder geometry, the cross-frame spacing in each bay is unique. Staggered cross frames were provided based on AASHTO LRFD and NCHRP guidelines for high skew steel bridges. Skewed steel bridges develop significant forces in the cross frames and rotation in the girder websdue to differential displacements along the girders under dead and live loads. In addition, under thermal loads, skewed steel bridges expand and contract not along the alignment parallel to the girders but along the diagonal connecting the acute corners, resulting in horizontal displacement both along and perpendicular to the girders. AASHTO LRFD recommends a 95 degree Fahrenheit temperature differential for the design of joints and bearings. The live load and the thermal loads resulted in significant horizontal forces and rotations in the bearings that necessitated the use of HLMR bearings. A unique bearing layout was selected to minimize the effect of thermal forces. The span length, width, skew, and roadway geometry at the bridges also required modular bridge joint systems (MBJS) with inverted-T bent caps to accommodate movement in the steel units. 2D and 3D finite element analysis models were developed to accurately determine the forces and rotations in the girders, cross frames, and bearings and to estimate thermal displacements at the joints. This paper covers the decision-making process for developing the framing plan, bearing configurations, joint type, and analysis models involved in the design of the high-skew three-span continuous steel plate girder bridges. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=complex%20geometry" title="complex geometry">complex geometry</a>, <a href="https://publications.waset.org/abstracts/search?q=continuous%20steel%20plate%20girders" title=" continuous steel plate girders"> continuous steel plate girders</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20structural%20analysis" title=" finite element structural analysis"> finite element structural analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=high%20skew" title=" high skew"> high skew</a>, <a href="https://publications.waset.org/abstracts/search?q=HLMR%20bearings" title=" HLMR bearings"> HLMR bearings</a>, <a href="https://publications.waset.org/abstracts/search?q=modular%20joint" title=" modular joint"> modular joint</a> </p> <a href="https://publications.waset.org/abstracts/144089/design-challenges-for-severely-skewed-steel-bridges" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/144089.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">193</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">996</span> Nonlinear Finite Element Analysis of Concrete Filled Steel I-Girder Bridge</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Waheed%20Ahmad%20Safi">Waheed Ahmad Safi</a>, <a href="https://publications.waset.org/abstracts/search?q=Shunichi%20Nakamura"> Shunichi Nakamura</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Concrete filled steel I-girder (CFIG) bridge was proposed and the bending and shear strength was confirmed by experiments. The area surrounded by the upper and lower flanges and the web is filled with concrete in CFIG, which is used to the intermediate support of a continuous girder. Three-dimensional finite element models were established to simulate the bending and shear behaviors of CFIG and to clarify the load transfer mechanism. Steel plates and filled concrete were modeled as a three-dimensional 8-node solid element and steel reinforcement bars as a three-dimensional 2-node truss element. The elements were mostly divided into the 50 x 50 mm mesh size. The non-linear stress-strain relation is assumed for concrete in compression including the softening effect after the peak, and the stress increases linearly for concrete in tension until concrete cracking but then decreases due to tension stiffening effect. The stress-strain relation for steel plates was tri-linear and that for reinforcements was bi-linear. The concrete and the steel plates were rigidly connected. The developed FEM model was applied to simulate and analysis the bending behaviors of the CFIG specimens. The vertical displacements and the strains of steel plates and the filled concrete obtained by FEM agreed very well with the test results until the yield load. The specimens collapsed when the upper flange buckled or the concrete spalled off. These phenomena cannot be properly analyzed by FEM, which produces a small discrepancy at the ultimate states. The FEM model was also applied to simulate and analysis the shear tests of the CFIG specimens. The vertical displacements and strains of steel and concrete calculated by FEM model agreed well with the test results. A truss action was confirmed by the FEM and the experiment, clarifying that shear forces were mainly resisted by the tension strut of the steel plate and the compression strut of the filled concrete acting in the diagonal direction. A trail design with the CFIG was carried out for a four-span continuous highway bridge and the design method was established. Construction cost was estimated about 12% lower than that of a conventional steel I-section girder. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=concrete%20filled%20steel%20I-girder" title="concrete filled steel I-girder">concrete filled steel I-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=bending%20strength" title=" bending strength"> bending strength</a>, <a href="https://publications.waset.org/abstracts/search?q=FEM" title=" FEM"> FEM</a>, <a href="https://publications.waset.org/abstracts/search?q=limit%20states%20design" title=" limit states design"> limit states design</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20I-girder" title=" steel I-girder"> steel I-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/66953/nonlinear-finite-element-analysis-of-concrete-filled-steel-i-girder-bridge" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/66953.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">220</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">995</span> Influence of Prestress Loss on Mechanical Performance of Fabricated Girder Bridge</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Wu%20Xiaoguang">Wu Xiaoguang</a>, <a href="https://publications.waset.org/abstracts/search?q=Liu%20Jiaxin"> Liu Jiaxin</a>, <a href="https://publications.waset.org/abstracts/search?q=Fang%20Miaomiao"> Fang Miaomiao</a>, <a href="https://publications.waset.org/abstracts/search?q=Wei%20Saidong"> Wei Saidong</a> </p> <p class="card-text"><strong>Abstract:</strong></p> There are many prestressed concrete prefabricated girder Bridges with small and medium span and the damage is serious. This paper mainly study the effect of prestress loss of prefabricated bridge bearing performance, through the establishment of ANSYS finite element model, from the condition of different prestress loss research, get the stress and strain data, draw curve, finally get the following conclusion: loss of prestress can reduce the ultimate bearing capacity of Bridges, the side span across the deflection value than the influence of times side span, the influence of the deflection in the midspan cross value. Therefore, the prestress loss and the effective prestress should be strictly considered in the design and construction process. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=across%20the%20deflection" title="across the deflection">across the deflection</a>, <a href="https://publications.waset.org/abstracts/search?q=loss%20of%20prestress" title=" loss of prestress"> loss of prestress</a>, <a href="https://publications.waset.org/abstracts/search?q=prefabricated%20girder%20bridge" title=" prefabricated girder bridge"> prefabricated girder bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=the%20main%20tensile%20stress" title=" the main tensile stress"> the main tensile stress</a> </p> <a href="https://publications.waset.org/abstracts/138614/influence-of-prestress-loss-on-mechanical-performance-of-fabricated-girder-bridge" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/138614.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">148</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">994</span> Structural Behavior of Incomplete Box Girder Bridges Subjected to Unpredicted Loads</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=E.%20H.%20N.%20Gashti">E. H. N. Gashti</a>, <a href="https://publications.waset.org/abstracts/search?q=J.%20Razzaghi"> J. Razzaghi</a>, <a href="https://publications.waset.org/abstracts/search?q=K.%20Kujala"> K. Kujala </a> </p> <p class="card-text"><strong>Abstract:</strong></p> In general, codes and regulations consider seismic loads only for completed structures of the bridges while, evaluation of incomplete structure of bridges, especially those constructed by free cantilever method, under these loads is also of great importance. Hence, this research tried to study the behavior of incomplete structure of common bridge type (box girder bridge), in construction phase under vertical seismic loads. Subsequently, the paper provided suitable guidelines and solutions to withstand this destructive phenomena. Research results proved that use of preventive methods can significantly reduce the stresses resulted from vertical seismic loads in box cross sections to an acceptable range recommended by design codes. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=box%20girder%20bridges" title="box girder bridges">box girder bridges</a>, <a href="https://publications.waset.org/abstracts/search?q=prestress%20loads" title=" prestress loads"> prestress loads</a>, <a href="https://publications.waset.org/abstracts/search?q=free%20cantilever%20method" title=" free cantilever method"> free cantilever method</a>, <a href="https://publications.waset.org/abstracts/search?q=seismic%20loads" title=" seismic loads"> seismic loads</a>, <a href="https://publications.waset.org/abstracts/search?q=construction%20phase" title=" construction phase"> construction phase</a> </p> <a href="https://publications.waset.org/abstracts/16487/structural-behavior-of-incomplete-box-girder-bridges-subjected-to-unpredicted-loads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/16487.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">345</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">993</span> Finite Element Analysis of Thermally-Induced Bistable Plate Using Four Plate Elements</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jixiao%20Tao">Jixiao Tao</a>, <a href="https://publications.waset.org/abstracts/search?q=Xiaoqiao%20He"> Xiaoqiao He</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The present study deals with the finite element (FE) analysis of thermally-induced bistable plate using various plate elements. The quadrilateral plate elements include the 4-node conforming plate element based on the classical laminate plate theory (CLPT), the 4-node and 9-node Mindlin plate element based on the first-order shear deformation laminated plate theory (FSDT), and a displacement-based 4-node quadrilateral element (RDKQ-NL20). Using the von-Karman’s large deflection theory and the total Lagrangian (TL) approach, the nonlinear FE governing equations for plate under thermal load are derived. Convergence analysis for four elements is first conducted. These elements are then used to predict the stable shapes of thermally-induced bistable plate. Numerical test shows that the plate element based on FSDT, namely the 4-node and 9-node Mindlin, and the RDKQ-NL20 plate element can predict two stable cylindrical shapes while the 4-node conforming plate predicts a saddles shape. Comparing the simulation results with ABAQUS, the RDKQ-NL20 element shows the best accuracy among all the elements. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Bistable" title="Bistable">Bistable</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20method" title=" finite element method"> finite element method</a>, <a href="https://publications.waset.org/abstracts/search?q=geometrical%20nonlinearity" title=" geometrical nonlinearity"> geometrical nonlinearity</a>, <a href="https://publications.waset.org/abstracts/search?q=quadrilateral%20plate%20elements" title=" quadrilateral plate elements"> quadrilateral plate elements</a> </p> <a href="https://publications.waset.org/abstracts/124454/finite-element-analysis-of-thermally-induced-bistable-plate-using-four-plate-elements" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/124454.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">220</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">992</span> Numerical Analysis of Dynamic Responses of the Plate Subjected to Impulsive Loads</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Behzad%20Mohammadzadeh">Behzad Mohammadzadeh</a>, <a href="https://publications.waset.org/abstracts/search?q=Huyk%20Chun%20Noh"> Huyk Chun Noh</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The plate is one of the popular structural elements used in a wide range of industries and structures. They may be subjected to blast loads during explosion events, missile attacks or aircraft attacks. This study is to investigate dynamic responses of the rectangular plate subjected to explosive loads. The effects of material properties and plate thickness on responses of the plate are to be investigated. The compressive pressure is applied to the surface of the plate. Different amounts of thickness in the range from 10mm to 30mm are considered for the plate to evaluate the changes in responses of the plate with respect to the plate thickness. Two different properties are considered for the steel. First, the analysis is performed by considering only the elastic-plastic properties for the steel plate. Later on damping is considered to investigate its effects on the responses of the plate. To do analysis, the numerical method using a finite element based package ABAQUS is applied. Finally, dynamic responses and graphs showing the relation between maximum displacement of the plate and aim parameters are provided. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=impulsive%20loaded%20plates" title="impulsive loaded plates">impulsive loaded plates</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20analysis" title=" dynamic analysis"> dynamic analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=ABAQUS" title=" ABAQUS"> ABAQUS</a>, <a href="https://publications.waset.org/abstracts/search?q=material%20nonlinearity" title=" material nonlinearity"> material nonlinearity</a> </p> <a href="https://publications.waset.org/abstracts/28535/numerical-analysis-of-dynamic-responses-of-the-plate-subjected-to-impulsive-loads" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28535.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">523</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">991</span> Numerical Study on Pretensioned Bridge Girder Using Thermal Strain Technique</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Prashant%20Motwani">Prashant Motwani</a>, <a href="https://publications.waset.org/abstracts/search?q=Arghadeep%20Laskar"> Arghadeep Laskar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The transfer of prestress force from prestressing strands to the surrounding concrete is dependent on the bond between the two materials. It is essential to understand the actual bond stress distribution along the transfer length to determine the transfer zone in pre-tensioned concrete. A 3-D nonlinear finite element model has been developed to simulate the transfer of prestress force from steel to concrete in pre-tensioned bridge girders through thermal strain technique using commercially available package ABAQUS. Full-scale bridge girder has been analyzed with thermal strain approach where the damage plasticity constitutive model has been used to model concrete. Parameters such as concrete strain, effective prestress, upward camber and longitudinal stress have been compared with analytical results. The discrepancy between numerical and analytical values was within 20%. The paper also presents a convergence study on mesh density and aspect ratio of the elements to perform the finite element study. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=aspect%20ratio" title="aspect ratio">aspect ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=bridge%20girder" title=" bridge girder"> bridge girder</a>, <a href="https://publications.waset.org/abstracts/search?q=centre%20of%20gravity%20of%20strand" title=" centre of gravity of strand"> centre of gravity of strand</a>, <a href="https://publications.waset.org/abstracts/search?q=mesh%20density" title=" mesh density"> mesh density</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20model" title=" finite element model"> finite element model</a>, <a href="https://publications.waset.org/abstracts/search?q=pretensioned%20bridge%20girder" title=" pretensioned bridge girder"> pretensioned bridge girder</a> </p> <a href="https://publications.waset.org/abstracts/80149/numerical-study-on-pretensioned-bridge-girder-using-thermal-strain-technique" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/80149.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">243</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">990</span> A Full-Scale Test of Coping-Girder Integrated Bridge</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Heeyoung%20Lee">Heeyoung Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Woosung%20Bin"> Woosung Bin</a>, <a href="https://publications.waset.org/abstracts/search?q=Kangseog%20Seo"> Kangseog Seo</a>, <a href="https://publications.waset.org/abstracts/search?q=Hyojeong%20Yun"> Hyojeong Yun</a>, <a href="https://publications.waset.org/abstracts/search?q=Zuog%20An"> Zuog An</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Recently, a new continuous bridge system has been proposed to increase the space under the bridge and to improve aesthetic aspect of the urban area. The main feature of the proposed bridge is to connect steel I-girders and coping by means of prestressed high-strength steel bars and steel plate. The proposed bridge is able to lower the height of the bridge to ensure the workability and efficiency through a reduction of the cost of road construction. This study presents the experimental result of the full-scale connection between steel I-girders and coping under the negative bending moment. The composite behavior is thoroughly examined and discussed under the specific load levels such as service load, factored load and crack load. Structural response showed full composite action until the final load level because no relative displacement between coping and girder was observed. It was also found prestressing force into high-strength bars was able to control tensile stresses of deck slab. This indicated that cracks in deck slab can be controlled by above-mentioned prestressing force. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=coping" title="coping">coping</a>, <a href="https://publications.waset.org/abstracts/search?q=crack" title=" crack"> crack</a>, <a href="https://publications.waset.org/abstracts/search?q=integrated%20bridge" title=" integrated bridge"> integrated bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=full-scale%20test" title=" full-scale test"> full-scale test</a> </p> <a href="https://publications.waset.org/abstracts/7461/a-full-scale-test-of-coping-girder-integrated-bridge" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/7461.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">440</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">989</span> Analytical Study on the Shape of T-Type Girder Modular Bridge Connection by Using Parametric</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jongho%20Park">Jongho Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Jinwoong%20Choi"> Jinwoong Choi</a>, <a href="https://publications.waset.org/abstracts/search?q=Sungnam%20Hong"> Sungnam Hong</a>, <a href="https://publications.waset.org/abstracts/search?q=Seung-Kyung%20Kye"> Seung-Kyung Kye</a>, <a href="https://publications.waset.org/abstracts/search?q=Sun-Kyu%20Park"> Sun-Kyu Park</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Recently, to cope with the rapidly changing construction trend because of aging infrastructures, modular bridge technology has been studied actively. Modular bridge is easily constructed by assembling standardized precast structure members in the field. It will be possible to construct rapidly and reduce construction cost efficiently. However, the shape examination of the transverse connection of T-type girder newly developed between the segmented modules is not performed. Therefore, the investigation of the connection shape is needed. In this study, shape of the modular T-girder bridge transverse connection was analyzed by finite element model that was verified in study which was verification of model for transverse connection using Abaqus. Connection angle was chosen as the parameter. The result of analyses showed that optimal value of angle is 130 degree. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=modular%20bridge" title="modular bridge">modular bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=optimal%20transverse%20shape" title=" optimal transverse shape"> optimal transverse shape</a>, <a href="https://publications.waset.org/abstracts/search?q=parameter" title=" parameter"> parameter</a>, <a href="https://publications.waset.org/abstracts/search?q=FEM" title=" FEM"> FEM</a> </p> <a href="https://publications.waset.org/abstracts/13686/analytical-study-on-the-shape-of-t-type-girder-modular-bridge-connection-by-using-parametric" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/13686.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">650</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">988</span> Aerodynamic Sound from a Sawtooth Plate with Different Thickness</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Siti%20Ruhliah%20Lizarose%20Samion">Siti Ruhliah Lizarose Samion</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20Sukri%20Mat%20Ali"> Mohamed Sukri Mat Ali</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The effect of sawtooth plate thickness on the aerodynamic noise generated in flow at a Reynolds number of 150 is numerically investigated. Two types of plate thickness (hthick=0.2D and hthin=0.02D) are proposed. Flow simulations are carried out using Direct Numerical Simulation, whereas the calculation of aerodynamic noise radiated from the flow is solved using Curle’s equation. It is found that the flow behavior of thin sawtooth plate, consisting counter-rotating-vortices, is more complex than that of the thick plate. This then explains well the generated sound in both plates cases. Sound generated from thin plat is approximately 0.5 dB lower than the thick plate. Findings from current study provide better understanding of the flow and noise behavior in edge serrations via understanding the case of a sawtooth plate. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=aerodynamic%20sound" title="aerodynamic sound">aerodynamic sound</a>, <a href="https://publications.waset.org/abstracts/search?q=bluff%20body" title=" bluff body"> bluff body</a>, <a href="https://publications.waset.org/abstracts/search?q=sawtooth%20plate" title=" sawtooth plate"> sawtooth plate</a>, <a href="https://publications.waset.org/abstracts/search?q=Curle%20analogy" title=" Curle analogy"> Curle analogy</a> </p> <a href="https://publications.waset.org/abstracts/62349/aerodynamic-sound-from-a-sawtooth-plate-with-different-thickness" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/62349.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">436</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">987</span> Comparative Study of Concrete Filled Steel I-Girder Bridge with Conventional Type of Bridge </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Waheed%20Ahmad%20Safi">Waheed Ahmad Safi</a>, <a href="https://publications.waset.org/abstracts/search?q=Shunichi%20Nakamura"> Shunichi Nakamura</a>, <a href="https://publications.waset.org/abstracts/search?q=Abdul%20Habib%20Ghaforzai"> Abdul Habib Ghaforzai</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Steel and concrete composite bridge with concrete filled steel I-girder (CFIG) was proposed and FEM and laboratory tests were conducted to analysis bending and shear behavior. The proposed form of structural steel I-section is mainly used at the intermediate support zone by placing infilled concrete into the top and bottom flanges of steel I-section to resist negative bending moment. The bending and shear tests were carried out to find out the significance of CFIG section. The result for test showing that the bending and shear capacity of proposed CFIG is at least 3 times and 2 times greater than conventional steel I-section (IG) respectively. Finite element study was also carried out to ensure the result for laboratory tests due to bending and shear behavior and load transfer behavior of proposed structural form. Finite element result result agreed the test result. A design example was carried out for a four-span continuous highway bridge and design method was established. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bending%20strength" title="bending strength">bending strength</a>, <a href="https://publications.waset.org/abstracts/search?q=concrete%20filled%20steel%20I-girder" title=" concrete filled steel I-girder"> concrete filled steel I-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20I-girder" title=" steel I-girder"> steel I-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=FEM" title=" FEM"> FEM</a>, <a href="https://publications.waset.org/abstracts/search?q=limit%20states%20design%20and%20shear%20strength" title=" limit states design and shear strength"> limit states design and shear strength</a> </p> <a href="https://publications.waset.org/abstracts/109262/comparative-study-of-concrete-filled-steel-i-girder-bridge-with-conventional-type-of-bridge" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/109262.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">131</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">986</span> Dynamic Behaviors of a Floating Bridge with Mooring Lines under Wind and Wave Excitations</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Chungkuk%20Jin">Chungkuk Jin</a>, <a href="https://publications.waset.org/abstracts/search?q=Moohyun%20Kim"> Moohyun Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Woo%20Chul%20Chung"> Woo Chul Chung</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents global performance and dynamic behaviors of a discrete-pontoon-type floating bridge with mooring lines in time domain under wind and wave excitations. The structure is designed for long-distance and deep-water crossing and consists of the girder, columns, pontoons, and mooring lines. Their functionality and behaviors are investigated by using elastic-floater/mooring fully-coupled dynamic simulation computer program. Dynamic wind, first- and second-order wave forces, and current loads are considered as environmental loads. Girder’s dynamic responses and mooring tensions are analyzed under different analysis methods and environmental conditions. Girder’s lateral responses are highly influenced by the second-order wave and wind loads while the first-order wave load mainly influences its vertical responses. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=floating%20bridge" title="floating bridge">floating bridge</a>, <a href="https://publications.waset.org/abstracts/search?q=mooring%20line" title=" mooring line"> mooring line</a>, <a href="https://publications.waset.org/abstracts/search?q=pontoon" title=" pontoon"> pontoon</a>, <a href="https://publications.waset.org/abstracts/search?q=wave%20excitation" title=" wave excitation"> wave excitation</a> </p> <a href="https://publications.waset.org/abstracts/120268/dynamic-behaviors-of-a-floating-bridge-with-mooring-lines-under-wind-and-wave-excitations" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/120268.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">129</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">985</span> Investigation of Seismic T-Resisting Frame with Shear and Flexural Yield of Horizontal Plate Girders</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Helia%20Barzegar%20Sedigh">Helia Barzegar Sedigh</a>, <a href="https://publications.waset.org/abstracts/search?q=Farzaneh%20Hamedi"> Farzaneh Hamedi</a>, <a href="https://publications.waset.org/abstracts/search?q=Payam%20Ashtari"> Payam Ashtari</a> </p> <p class="card-text"><strong>Abstract:</strong></p> There are some limitations in common structural systems, such as providing appropriate lateral stiffness, adequate ductility, and architectural openings at the same time. Consequently, the concept of T-Resisting Frame (TRF) has been introduced to overcome all these deficiencies. The configuration of TRF in this study is a Vertical Plate Girder (VPG) which is placed within the span and two Horizontal Plate Girders (HPGs) connect VPG to side columns at each story level by the use of rigid connections. System performance is improved by utilizing rigid connections in side columns base joint. Shear yield of HPGs causes energy dissipation in TRF; therefore, high plastic deformation in web of HPGs and VPG affects the ductility of system. Moreover, in order to prevent shear buckling in web of TRF’s members and appropriate criteria for placement of web stiffeners are applied. In this paper, an experimental study is conducted by applying cyclic loading and using finite element models and numerical studies such as push over method are assessed on shear and flexural yielding of HPGs. As a result, seismic parameters indicate adequate lateral stiffness, and high ductility factor of 6.73, and HPGs’ shear yielding achieved as a proof of TRF’s better performance. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=experimental%20study" title="experimental study">experimental study</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20model" title=" finite element model"> finite element model</a>, <a href="https://publications.waset.org/abstracts/search?q=flexural%20and%20shear%20yielding" title=" flexural and shear yielding"> flexural and shear yielding</a>, <a href="https://publications.waset.org/abstracts/search?q=t-resisting%20frame" title=" t-resisting frame"> t-resisting frame</a> </p> <a href="https://publications.waset.org/abstracts/72495/investigation-of-seismic-t-resisting-frame-with-shear-and-flexural-yield-of-horizontal-plate-girders" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/72495.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">232</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">984</span> Impact of Welding Distortion on the Design of Fabricated T-Girders Using Finite Element Modeling</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20Hammad"> Ahmed Hammad</a>, <a href="https://publications.waset.org/abstracts/search?q=Yehia%20Abdel-Nasser"> Yehia Abdel-Nasser</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20Shamma"> Mohamed Shamma</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The main configuration of ship construction consists of standard and fabricated stiffening members which are commonly used in shipbuilding such as fabricated T-sections. During the welding process, the non-uniform heating and rapid cooling lead to the inevitable presence of out-of-plane distortion and welding induced residual stresses. Because of these imperfections, the fabricated structural members may not attain their design load to be carried. The removal of these imperfections will require extra man-hours. In the present work, controlling these imperfections has been investigated at both design and fabrication stages. A typical fabricated T-girder is selected to investigate the problem of these imperfections using double-side welding. A numerical simulation based on finite element (FE) modeling has been used to investigate the effect of different parameters of the selected fabricated T-girder such as geometrical properties and welding sequences on the magnitude of welding imperfections. FE results were compared with the results of experimental model of a double-side fillet weld. The present work concludes that: Firstly, in the design stage, the optimum geometry of the fabricated T- girder is determined based on minimum steel weight and out- of- plane distortion. Secondly, in the fabrication stage, the best welding sequence is determined on the basis of minimum welding out- of- plane distortion. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=fabricated%20T-girder" title="fabricated T-girder">fabricated T-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=FEM" title=" FEM"> FEM</a>, <a href="https://publications.waset.org/abstracts/search?q=out-of-plane%20distortion" title=" out-of-plane distortion"> out-of-plane distortion</a>, <a href="https://publications.waset.org/abstracts/search?q=section%20modulus" title=" section modulus"> section modulus</a>, <a href="https://publications.waset.org/abstracts/search?q=welding%20residual%20stresses" title=" welding residual stresses"> welding residual stresses</a> </p> <a href="https://publications.waset.org/abstracts/114303/impact-of-welding-distortion-on-the-design-of-fabricated-t-girders-using-finite-element-modeling" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/114303.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">122</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">983</span> Optimizing Bridge Deck Construction: A Deep Neural Network Approach for Limiting Exterior Grider Rotation</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Li%20Hui">Li Hui</a>, <a href="https://publications.waset.org/abstracts/search?q=Riyadh%20Hindi"> Riyadh Hindi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In the United States, bridge construction often employs overhang brackets to support the deck overhang, the weight of fresh concrete, and loads from construction equipment. This approach, however, can lead to significant torsional moments on the exterior girders, potentially causing excessive girder rotation. Such rotations can result in various safety and maintenance issues, including thinning of the deck, reduced concrete cover, and cracking during service. Traditionally, these issues are addressed by installing temporary lateral bracing systems and conducting comprehensive torsional analysis through detailed finite element analysis for the construction of bridge deck overhang. However, this process is often intricate and time-intensive, with the spacing between temporary lateral bracing systems usually relying on the field engineers’ expertise. In this study, a deep neural network model is introduced to limit exterior girder rotation during bridge deck construction. The model predicts the optimal spacing between temporary bracing systems. To train this model, over 10,000 finite element models were generated in SAP2000, incorporating varying parameters such as girder dimensions, span length, and types and spacing of lateral bracing systems. The findings demonstrate that the deep neural network provides an effective and efficient alternative for limiting the exterior girder rotation for bridge deck construction. By reducing dependence on extensive finite element analyses, this approach stands out as a significant advancement in improving safety and maintenance effectiveness in the construction of bridge decks. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=bridge%20deck%20construction" title="bridge deck construction">bridge deck construction</a>, <a href="https://publications.waset.org/abstracts/search?q=exterior%20girder%20rotation" title=" exterior girder rotation"> exterior girder rotation</a>, <a href="https://publications.waset.org/abstracts/search?q=deep%20learning" title=" deep learning"> deep learning</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a> </p> <a href="https://publications.waset.org/abstracts/176482/optimizing-bridge-deck-construction-a-deep-neural-network-approach-for-limiting-exterior-grider-rotation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/176482.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">62</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">982</span> A Numerical Study on the Flow in a Pipe with Perforated Plates</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Myeong%20Hee%20Jeong">Myeong Hee Jeong</a>, <a href="https://publications.waset.org/abstracts/search?q=Man%20Young%20Kim"> Man Young Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The use of perforated plate and tubes is common in applications such as vehicle exhaust silencers, attenuators in air moving ducts and duct linings in jet engines. Also, perforated plate flow conditioners designed to improve flow distribution upstream of an orifice plate flow meter typically have 50–60% free area but these generally employ a non-uniform distribution of holes of several sizes to encourage the formation of a fully developed pipe flow velocity distribution. In this study, therefore, numerical investigations on the flow characteristics with the various perforated plates have been performed and then compared to the case without a perforated plate. Three different models are adopted such as a flat perforated plate, a convex perforated plate in the direction of the inlet, and a convex perforated plate in the direction of the outlet. Simulation results show that the pressure drop with and without perforated plates are similar each other. However, it can be found that that the different shaped perforated plates influence the velocity contour, flow uniformity index, and location of the fully developed fluid flow. These results can be used as a practical guide to the best design of pipe with the perforated plate. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=perforated%20plate" title="perforated plate">perforated plate</a>, <a href="https://publications.waset.org/abstracts/search?q=flow%20uniformity" title=" flow uniformity"> flow uniformity</a>, <a href="https://publications.waset.org/abstracts/search?q=pipe%20turbulent%20flow" title=" pipe turbulent flow"> pipe turbulent flow</a>, <a href="https://publications.waset.org/abstracts/search?q=CFD%20%28Computational%20Fluid%20Dynamics%29" title=" CFD (Computational Fluid Dynamics) "> CFD (Computational Fluid Dynamics) </a> </p> <a href="https://publications.waset.org/abstracts/23752/a-numerical-study-on-the-flow-in-a-pipe-with-perforated-plates" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23752.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">691</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">981</span> Sensitivity Analysis of Prestressed Post-Tensioned I-Girder and Deck System</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Tahsin%20A.%20H.%20Nishat">Tahsin A. H. Nishat</a>, <a href="https://publications.waset.org/abstracts/search?q=Raquib%20Ahsan"> Raquib Ahsan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Sensitivity analysis of design parameters of the optimization procedure can become a significant factor while designing any structural system. The objectives of the study are to analyze the sensitivity of deck slab thickness parameter obtained from both the conventional and optimum design methodology of pre-stressed post-tensioned I-girder and deck system and to compare the relative significance of slab thickness. For analysis on conventional method, the values of 14 design parameters obtained by the conventional iterative method of design of a real-life I-girder bridge project have been considered. On the other side for analysis on optimization method, cost optimization of this system has been done using global optimization methodology 'Evolutionary Operation (EVOP)'. The problem, by which optimum values of 14 design parameters have been obtained, contains 14 explicit constraints and 46 implicit constraints. For both types of design parameters, sensitivity analysis has been conducted on deck slab thickness parameter which can become too sensitive for the obtained optimum solution. Deviations of slab thickness on both the upper and lower side of its optimum value have been considered reflecting its realistic possible ranges of variations during construction. In this procedure, the remaining parameters have been kept unchanged. For small deviations from the optimum value, compliance with the explicit and implicit constraints has been examined. Variations in the cost have also been estimated. It is obtained that without violating any constraint deck slab thickness obtained by the conventional method can be increased up to 25 mm whereas slab thickness obtained by cost optimization can be increased only up to 0.3 mm. The obtained result suggests that slab thickness becomes less sensitive in case of conventional method of design. Therefore, for realistic design purpose sensitivity should be conducted for any of the design procedure of girder and deck system. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=sensitivity%20analysis" title="sensitivity analysis">sensitivity analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=optimum%20design" title=" optimum design"> optimum design</a>, <a href="https://publications.waset.org/abstracts/search?q=evolutionary%20operations" title=" evolutionary operations"> evolutionary operations</a>, <a href="https://publications.waset.org/abstracts/search?q=PC%20I-girder" title=" PC I-girder"> PC I-girder</a>, <a href="https://publications.waset.org/abstracts/search?q=deck%20system" title=" deck system"> deck system</a> </p> <a href="https://publications.waset.org/abstracts/104836/sensitivity-analysis-of-prestressed-post-tensioned-i-girder-and-deck-system" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/104836.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">137</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">980</span> Stability of Square Plate with Concentric Cutout</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=B.%20S.%20Jayashankarbabu">B. S. Jayashankarbabu</a>, <a href="https://publications.waset.org/abstracts/search?q=Karisiddappa"> Karisiddappa</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The finite element method is used to obtain the elastic buckling load factor for square isotropic plate containing circular, square and rectangular cutouts. ANSYS commercial finite element software had been used in the study. The applied inplane loads considered are uniaxial and biaxial compressions. In all the cases the load is distributed uniformly along the plate outer edges. The effects of the size and shape of concentric cutouts with different plate thickness ratios and the influence of plate edge condition, such as SSSS, CCCC and mixed boundary condition SCSC on the plate buckling strength have been considered in the analysis. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=concentric%20cutout" title="concentric cutout">concentric cutout</a>, <a href="https://publications.waset.org/abstracts/search?q=elastic%20buckling" title=" elastic buckling"> elastic buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20method" title=" finite element method"> finite element method</a>, <a href="https://publications.waset.org/abstracts/search?q=inplane%20loads" title=" inplane loads"> inplane loads</a>, <a href="https://publications.waset.org/abstracts/search?q=thickness%20ratio" title=" thickness ratio"> thickness ratio</a> </p> <a href="https://publications.waset.org/abstracts/6297/stability-of-square-plate-with-concentric-cutout" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/6297.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">391</span> </span> </div> </div> <ul class="pagination"> <li class="page-item disabled"><span class="page-link">&lsaquo;</span></li> <li class="page-item active"><span class="page-link">1</span></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=plate%20girder&page=2">2</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=plate%20girder&page=3">3</a></li> <li class="page-item"><a class="page-link" href="https://publications.waset.org/abstracts/search?q=plate%20girder&page=4">4</a></li> <li class="page-item"><a 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