A study was conducted to verify the design of a diaphragm wall with steel piles. The original design was based on analysis performed on a soil-structure interaction program using soil parameters calibrated in a previous study. Original and "as-built" design models were compared to measured results of the constructed structure. A second study was conducted to identify the sensitivity of moments and deflections to changes in wall stiffness and soil stiffness. A comparison of the effects of these changes was provided. / Master of Science

A finite element program is developed to depict the behavior of a sheet pile interlock connection in an axial pull test. Two types of sheet piles, PS32 and PSX32, are considered. The thumb and finger in the interlock of a sheet pile will provide three contact points for connection with another sheet pile. The problem is highly nonlinear in nature which involves large deflections and rotations, elastic-plastic material response, and a nonlinear boundary effect due to multi-contact surfaces. The Updated Lagrangian formulation is adopted in this study. When the response is in elastic range the Updated Lagrangian with Transformation is used while the Updated Lagrangian with Jaumann stress rate is employed when the element starts to yield. An elastic-plastic with isotropic strain hardening material model is used. The yielding of an element is detected by the Von Mises yield criterion. The finite element formulation also includes a moving contact algorithm to incorporate with both geometric and material nonlinearities. Incremental potential of contact forces for a discretized system is constructed such that geometric compatibilities are maintained between contacting bodies. A method to calculate contact tractions from residual load of internal element stresses is employed. The incremental equilibrium equation is solved by a Newton-Raphson technique. Convergence criteria based on incremental displacement, incremental internal energy of the system, and the changes in contact forces can be chosen to advance or terminate the iteration process. / Ph. D.

This degree project compares piling methods with respect to technical and economic aspects, all affecting factors are measured as realistic as possible. The aim was to get a better understanding for piling methods used in Sweden and to work as an information tool for structural engineers. In order to get the technical aspects on piling methods literature study and interviews with structural engineers from Kadesjös Ingenjörsbyrå AB have been conducted. The case study on a residential building in Västerås was also performed. In this case study calculations for a quantity of piling methods have been made and sent for RFQs for various entrepreneurs. Subsequently piling methods have been analyzed and compared with respect to their prices. By calculating the costs of various piling methods it has been analyzed why some piling methods are more expensive than others. In a layer from soil that is free from rocks and other obstacles the concrete pile is the economically effective piling method for a residential building for both five and thirty meters. The magnificent steel pile is only 5% more expensive than the concrete pile. Note that this degree project is not a cheat sheet for the most economical pile.

No description available.

Thesis. 1975. M.S.--Massachusetts Institute of Technology. Dept. of Civil Engineering. / Bibliography: leaves 97-98. / M.S.

Effective-stress nonlinear dynamic analyses (NDA) were performed for piles in liquefiable sloped ground to assess how inertia and liquefaction-induced lateral spreading combine in long-duration vs. short-duration earthquakes. A parametric study was performed using input motions from subduction and crustal earthquakes covering a wide range of earthquake durations. The NDA results were used to evaluate the accuracy of the equivalent static analysis (ESA) recommended by Caltrans/ODOT for estimating pile demands. Finally, the NDA results were used to develop new ESA methods to combine inertial and lateral spreading loads for estimating elastic and inelastic pile demands. The NDA results showed that pile demands increase in liquefied conditions compared to nonliquefied conditions due to the interaction of inertia (from superstructure) and kinematics (from liquefaction-induced lateral spreading). Comparing pile demands estimated from ESA recommended by Caltrans/ODOT with those computed from NDA showed that the guidelines by Caltrans/ODOT (100% kinematic combined with 50% inertia) slightly underestimates demands for subduction earthquakes with long durations. A revised ESA method was developed to extend the application of the Caltrans/ODOT method to subduction earthquakes. The inertia multiplier was back-calculated from the NDA results and new multipliers were proposed: 100% Kinematic + 60% Inertia for crustal earthquakes and 100% Kinematic + 75% Inertia for subduction earthquakes. The proposed ESA compared reasonably well against the NDA results for elastic piles. The revised method also made it possible to estimate demands in piles that performed well in the dynamic analyses but could not be analyzed using Caltrans/ODOT method (i.e. inelastic piles that remained below Fult on the liq pushover curve). However, it was observed that the pile demands became unpredictable for cases where the pile head displacement exceeded the displacement corresponding to the ultimate pushover force in liquefied conditions. Nonlinear dynamic analysis is required for these cases to adequately estimate pile demands.

Abstract not available

Not available / text

Thesis (Ph. D.)--Oregon State University, 2009. / Printout. Includes bibliographical references (leaves 306-310). Also available on the World Wide Web.

Thesis (M.S. in civil engineering)--Washington State University, December 2005. / Includes bibliographical references.