板桩墙论文相关数据板桩码头板桩墙an2015

Finite Element Analysis of Sheet Pile Wharf with Separated Relieving Platform An Jiejing1,a, Chen Xing2,b, Wu Fei3,a 1College of Habor coastal and offshore engineering, Hohai Univ,Nanjing, 210098, China 2CCCC-FHDI Engineering Co. Ltd, Guangzhou, China aasdk_ajj1156 b516263791 Keywords: Separated Relieving Platform; Sheet Pile Wharf; Finite Element Abstract. This paper adopts finite element software ABAQUS to simulate the sheet pile wharf with separated relieving platform. Referred to the centrifugal test by Nanjing Hydraulic Research Institute, based on proper simplification and assumption, operating mechanism and characteristics of sheet pile wharf with separated relieving platform are researched from a new angle. Besides, main influence factors are chosen for further analysis, which provides a reference for designing calculation and optimization of sheet pile wharf with separated relieving platform. Introduction After the appearance of covered type of sheet pile wharf, the sheet pile wharf with separated relieving platform has become another new type of sheet pile wharf structure in deep water in China. This form of wharf has a novel design and it can be used for the construction of more than 100000 tons or large deep-water berths. By the end of 2010, it was first successfully applied in Tangshan port with good effect. However, up to now, as a new wharf structure, the calculation theory is not mature and relevant study is lack. The current sheet pile wharf standard just mentions a little about that, and puts forward several suggestions: soil pressure calculation of front wall has to consider the relieving effect of relieving platform; structure calculation should consider the structure-soil interaction and the nonlinear characteristics of soil; finite element method should be adopted in three-dimensional form etc. Therefore, researching on this new structure and establishing the theory and method for calculating the earth pressure and the internal force of the structure have become urgent issues for understanding the relationship and mechanism between the front wall, the relieving platform, pile foundation below and soil foundation. Example This paper refers to the large deep-water berth of sheet pile wharf in Jingtang Port, which was constructed by separated relieving platform in 2010 in the first time by Tangshan port investment Co.Ltd, and establishes the numerical model as follows by finite element software ABAQUS. Applied Mechanics and MaterialsOnline:2015-03-23 ISSN: 1662-7482, Vols. 744-746, pp 137-140 doi:10.4028/ 2015 Trans Tech Publications, Switzerland All rights reserved. No part of contents of this paper may be reproduced or transmitted in any form or by any means without the written permission of Trans Tech Publications, . (ID: 144.122.201.150, Middle East Technical University, Cankaya/Ankara, Turkey-05/01/16,13:37:32) Fig.1. Schematic diagram of the whole model. Result analysis This paper selects two working conditions: wharf with relieving slab, wharf with no relieving slab. Typical calculation results (Fig.2 Fig.5) are summarized as follows. 1. Conclusion of horizontal displacement In the results, soil foundation occurs large horizontal displacement between the two layers of soft clay (elevation from -3.79m10.89m & 18.79m22.34m). Because horizontal displacement of the right side of anchor rod is fixed, anchorage point on the upper breast wall has small displacement, between 7 to 10 mm. Due to the whole model was built in the undisturbed soil (soil in the back zone was tamped in practical engineering), it can be seen the lower part of front wall has not been in solid state in this geological conditions, so that the lower part has a bigger horizontal displacement. This large displacement zone extends to the bottom of the front wall, shown in Fig.2. Fig.2. Horizontal displacement contour of sheet pile wharf. In model without relieving slab, horizontal displacement of front wall is larger, up to 45mm, while model with relieving slab has less displacement, reduced to about 30mm, because relieving slab can block out the soil in the back and then reduce the displacement or push the large displacement zone away from the front wall. For sheet pile wharf of this size, the horizontal displacement should be limited in 0.005H (H is free face height of wharf), namely 100mm is acceptable. The displacement diagram is shown in Fig.3. 138Advances in Civil Engineering and Transportation IV Fig.3. Horizontal displacement diagram of front wall. 2. Conclusion of soil pressure For wharf without relieving slab, because the soil had a large horizontal displacement between the two layer of soft clay, two block area of the front wall surrender strong extrusion, so soil pressure of the front wall in the corresponding place is larger. While for sheet pile wharf with separated relieving platform, because the upper large displacement region is back, so soil pressure of the front wall does not appear similar region like the former one, but presents conventional regularity of soil pressure distribution. Specific distribution of soil pressure is shown in Fig.4. Fig.4. Soil pressure diagram of front wall. 3. Conclusion of bending moment Analysis shows the upper part of the front wall has stronger restriction while relatively free in the bottom. So the overall trend of bending moment is small up and down but slightly larger in the middle. Contributed to the breast wall on the front wall, bending stiffness increases obviously, resulting faint change in reducing bending moment. Specific moment distribution is shown in in Fig.5. Applied Mechanics and Materials Vols. 744-746139 Fig.5. Bending moment diagram of front wall. Summary This paper uses the finite element software ABAQUS to simulate the centrifugal test of sheet pile wharf with separated relieving platform conducted by Nanjing Hydraulic Research Institute. Referred to the size and geological parameters of that model, after proper simplification and assumption, analysis results of structural characteristic show that: the setup of relieving slab has an obvious effect on reducing the soil pressure acting on the front retaining wall, bending moment, horizontal displacement and tension force of pull rod. References 1 Tsinker, G.P.