Deep Convolutional Neural Network (CNN) is a special type of Neural Networks, which has shown exemplary performance on several competitions related to Computer Vision and Image Processing. Some of the exciting application areas of CNN include Image Classification and Segmentation, Object Detection, Video Processing, Natural Language Processing, and Speech Recognition. The powerful learning ability of deep CNN is primarily due to the use of multiple feature extraction stages that can automatically learn representations from the data. The availability of a large amount of data and improvement in the hardware technology has accelerated the research in CNNs, and recently interesting deep CNN architectures have been reported. Several inspiring ideas to bring advancements in CNNs have been explored, such as the use of different activation and loss functions, parameter optimization, regularization, and architectural innovations. However, the significant improvement in the representational capacity of the deep CNN is achieved through architectural innovations. Notably, the ideas of exploiting spatial and channel information, depth and width of architecture, and multi-path information processing have gained substantial attention. Similarly, the idea of using a block of layers as a structural unit is also gaining popularity. This survey thus focuses on the intrinsic taxonomy present in the recently reported deep CNN architectures and, consequently, classifies the recent innovations in CNN architectures into seven different categories. These seven categories are based on spatial exploitation, depth, multi-path, width, feature-map exploitation, channel boosting, and attention. Additionally, the elementary understanding of CNN components, current challenges, and applications of CNN are also provided.

https://link.springer.com/content/pdf/10.1007/s10462-020-09825-6.pdf

A survey of the recent architectures of deep convolutional neural networks

A dynamic beam on a nonlinear Winkler foundation (or “dynamic p-y”) analysis method for analyzing seismic soil-pile-structure interaction was evaluated against the results of a series of dynamic centrifuge model tests The centrifuge tests included two different single-pile-supported structures subjected to nine different earthquake events with peak accelerations ranging from 002 to 07g The soil profile consisted of soft clay overlying dense sand Site response and dynamic p-y analyses are described Input parameters were selected based on existing engineering practices Reasonably good agreement was obtained between calculated and recorded responses for both structural models in all earthquake events Sensitivity of the results to dynamic p-y model parameters and site response calculations are evaluated These results provide experimental support for the use of dynamic p-y analysis methods in seismic soil-pile-structure interaction problems

Seismic Soil-Pile-Structure Interaction Experiments and Analyses

Seismic Rehabilitation of Existing Buildings

Use of liquefaction-induced features for paleoseismic analysis - An overview of how seismic liquefaction features can be distinguished from other features and how their regional distribution and properties of source sediment can be used to infer the location and strength of Holocene paleo-earthquakes

CE 102 Intro to Civil Engineering 2 cr Introduction to Civil Engineering as a profession and the issues facing today's Civil Engineers. This course also includes a brief introduction of civil engineering subdisciplines, freehand sketching techniques, Computer Aided Design (CAD) drawings, and spreadsheet application to civil engineering problems. Pre-requisite: MA 113 Minimum Grade of D or MA 125 Minimum Grade of D.

in Civil Engineering

Debris flow, landslides and material run-outs have significant environmental and economic consequences for numerous industries. High quality experimental data with controlled boundary conditions can help validate and calibrate the predictive capabilities of mechanistic and semi-empirical numerical models. A novel centrifuge container to model dewatering and run-outs induced by a rapid loss of confinement is presented. The design features a pair of vertical doors opened in-flight to simulate failure of the containing structure. Illustrative centrifuge results investigating the run-out characteristics of a fully saturated, densely deposited class-F fly ash are presented. Modified soil moisture probes to monitor the distributions and time-varying fly ash water content throughout the testing are explored. Further, successful use of depth sensing cameras to reconstruct progressive deformations of the material front at various time scales is demonstrated. Combined water content, pore pressure and deformation measurements provides insight into the material behaviour during the run-out, revealing two-time scales at which the deformations occur. However, discrepancies between water contents inferred from the dielectric measurements and electrical conductivities highlights the need for independent verification of the bulk material water content when using the modified probes. Overall, the potential of these innovative instrumentation techniques to complement traditional geotechnical instrumentation is shown.

Design and Instrumentation of a Novel Centrifuge Container for Fly Ash Run-out Experiments

A new electrode switching system (ESS) and a scheme for measurement of the movement of buried objects

Axially loaded piles in liquefiable soils can undergo severe settlements due to a shaking event. During shaking, the settlement is caused by the reduction of its shaft and tip capacity from the excess pore pressures generated around the pile. Post shaking, additional pile settlement is caused by the surrounding soil settling due to reconsolidation and the associated development of drag load. A new displacement-based method is developed using a TzQzLiq analysis for designing axially loaded piles subject to seismic loading and liquefaction-induced downdrag. The new displacement-based design method offers several advancements to the state of practice forced-based design procedure by AASHTO’s force-based design procedure by reasonably accounting for the mechanisms that occur on axially loaded piles during and post shaking. It accounts for the initial drag load on the pile, redistribution effects resulting in large excess pore pressures in the non-liquefied layers, and reduction in the pile’s shaft and tip capacity from excess pore pressures around the pile. The new design procedure estimates the pile settlement and axial load distribution during the entire shaking event, i.e., during shaking and reconsolidation. Design steps are provided describing the procedure for obtaining design curves on the settlement and drag load on piles with varying pile lengths. The length of the piles is then selected based on serviceability criteria and the pile’s structural strength. Finally, the new design procedure is applied on piles used in centrifuge model tests, and results are compared, followed by an example design problem that illustrates the applicability of the new method in practice. 

Displacement-Based Design of Axially Loaded Piles for Seismic Loading and Liquefaction-Induced Downdrag

International Symposium on Earthquake Engineering Commemorating Tenth Anniversary of the 1995 Kobe Earthquake (ISEE Kobe 2005) Kobe and Awaji, January 13 - 16, 2005 MECHANISMS OF LOAD TRANSFER BETWEEN PILE GROUPS AND LATERALLY SPREADING NONLIQUEFIED CRUST LAYERS S. J. Brandenberg 1 , R. W. Boulanger 2 , D. Chang 3 and B. L. Kutter 4 Department of Civil & Environmental Engineering, University of California at Davis, USA Email: sjbrandenberg@ucdavis.edu Department of Civil & Environmental Engineering, University of California at Davis, USA Email: rwboulanger@ucdavis.edu Department of Civil & Environmental Engineering, University of California at Davis, USA Email: ddchang@ucdavis.edu Department of Civil & Environmental Engineering, University of California at Davis, USA Email: blkutter@ucdavis.edu SUMMARY Observations of pile damage from the 1995 Kobe earthquake provided clear illustrations of the importance of loads imposed by laterally spreading ground. Analyses of these and other case histories have shown that the loads of greatest concern are often those imposed by nonliquefied surface (crust) layers that spread laterally over a liquefied layer. To study the mechanisms of load transfer between pile groups and laterally spreading nonliquefied crust layers, a series of dynamic centrifuge model tests were performed on a 9-m-radius centrifuge. Pile groups consisting of 6 piles, with prototype diameters of either 0.73 or 1.17 m, connected together by a pile cap were embedded in soil profiles that consisted of gently sloping nonliquefied crusts over liquefiable loose sand over dense sand. Models were shaken with earthquake motions having peak base accelerations from 0.13 g to 1.00 g. Time series for the soil-pile and soil-pile-cap loads were either measured directly or determined by back-calculation from the dense instrumentation arrays. The relative displacements between the free-field soil and pile cap that were required to mobilize the peak horizontal loads from the crust were much larger than expected based on analogies to static loading conditions. The mechanisms responsible for this softer-than-expected lateral load transfer behavior are explained and a simple model for describing the observed lateral load transfer behavior between a pile group and nonliquefied crust is developed. 1. INTRODUCTION Loads from laterally spreading ground have been a major cause of damages to pile foundations in past earthquakes, including the 1995 Kobe earthquake (e.g., Tokimatsu et al. 1996, Karube and Kimura 1996, Hamada and Wakamatsu 1996, Matsui and Oda 1996). Analyses of these case histories have shown that the loads of greatest concern are often those imposed by nonliquefied surface (crust) layers that are spreading laterally over an underlying liquefied layer. This paper describes the lateral load transfer behavior between pile groups and laterally spreading soil during earthquake shaking based on a series of dynamic centrifuge model tests. The centrifuge models involved nonliquefied surface layers of clay spreading laterally against pile groups. The observed lateral load transfer behavior is shown to be much softer than expected based on current design practice. A simple model is developed that describes the mechanisms by which liquefaction causes the lateral load transfer behavior from the clay crust to be softened relative to the static load transfer behavior in non- liquefied ground. This simple model is used to illustrate how other factors, beyond those covered in the centrifuge tests, are expected to affect the lateral load transfer behavior. Implications of these findings for pile foundation design are discussed. ISEE Kobe 2005 B-153 Brandenberg et al.

/pdf/mechanisms-of-load-transfer-between-pile-groups-and-2g85tdd5jr.pdf

Bruce L. Kutter

Papers

Design and Instrumentation of a Novel Centrifuge Container for Fly Ash Run-out Experiments

A new electrode switching system (ESS) and a scheme for measurement of the movement of buried objects

Displacement-Based Design of Axially Loaded Piles for Seismic Loading and Liquefaction-Induced Downdrag

Mechanisms of load transfer between pile groups and laterally spreading nonliquefied crust layers.

Seismic analysis of piles and pile groups in liquefiable sand