Information Technology In Geoengineering Proceedings Of The 1st International Conference Icitg Shanghai 1st Edition D G Toll H Zhu X Li

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INFORMATION TECHNOLOGY IN GEO-ENGINEERING
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

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Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Information Technology in
Geo-Engineering
Proceedings of the 1st International Conference (ICITG) Shanghai
Edited by
David G. Toll
Durham University, UK
Hehua Zhu
Tongji University, China
and
Xiaojun Li
Tongji University, China
Amsterdam • Berlin • Tokyo • Washington, DC
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

© 2010 The authors and IOS Press.
All rights reserved. No part of this book may be reproduced, stored in a retrieval system,
or transmitted, in any form or by any means, without prior written permission from the publisher.
ISBN 978-1-60750-616-4 (print)
ISBN 978-1-60750-617-1 (online)
Library of Congress Control Number: 2010933984
Published by IOS Press under the imprint Millpress.
Publisher
IOS Press BV
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PRINTED IN THE NETHERLANDS
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Preface
Joint Technical Committee 2 (JTC2)
*
and Tongji University invited academics and
practitioners in the field of information technology in geo-engineering from around the
world to attend the 1st International Conference on Information Technology in Geo-
engineering, 16–17 September 2010. The conference was held in Shanghai, coinciding
with the Shanghai World Expo 2010, which is a grand international gathering.
Information technology has changed our lives and, at the same time, has become
widely used in Geo-Engineering. As the science develops, the role that information
technology plays becomes more and more important in every aspect of Geo-
Engineering, covering investigation, design, construction and maintenance. Moreover,
innovative concepts, strategies and technologies have sprung up like mushrooms, and
when properly applied in Geo-Engineering have facilitated design processes, improved
construction efficiency and lowered maintenance costs. The conference aimed to pro-
vide a showcase for engineers, scientists, researchers and educators, to review recent
developments and advancements of information technology in Geo-Engineering, and to
offer a forum to discuss the future directions of this vital topic.
This event was the first time where academics and practitioners worldwide in the
field of information technology in geo-engineering came together, and it provided an
insight into a new era of information technology in geo-engineering. We hope that this
first conference, and this volume of proceedings, will form the foundation and the im-
petus for a long-running series of international conferences on a topic that is likely to
gain even more importance in the future.
*
JTC2 is a Joint Technical Committee of the three international geo-engineering societies (International
Association for Engineering Geology and the Environment (IAEG), International Society for Rock Mechan-
ics (ISRM) and International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE)) on Rep-
resentation of Geo-Engineering Data.
Information Technology in Geo-Engineering
D.G. Toll et al. (Eds.)
IOS Press, 2010
© 2010 The authors and IOS Press. All rights reserved.
v
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

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Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Contents
Preface v
Keynote Lectures
Innovation in Monitoring Technologies for Underground Structures 3
Kenichi Soga, Krisada Chaiyasarn, Fabio Viola, Jize Yan,
Ashwin Seshia and Roberto Cipolla
Integration of IT into Routine Geotechnical Design 19
Chungsik Yoo
Integration of Surface and Subsurface Data for Civil Engineering 37
Robert Hack
Study on Shield Tunnel Database on Construction Data 50
Mitsutaka Sugimoto, Yasushi Arai, Yoshio Nishida, Koji Kayukawa,
Wataru Sato and Minoru Kuriki
The European Project “Technology Innovation in Underground Construction” –
Overview of IT Results 58
Gernot Beer
Artificial Intelligence and Data Mining
An Intelligent Rock Mass Classification Method Based on Support Vector
Machines and the Development of Website for Classification 75
Wen-lin Niu and Tian-bin Li
Application of Data Mining Techniques to the Safety Evaluation of Slopes 84
Francisco F. Martins and Tiago F.S. Miranda
Application of Data Mining Techniques to Estimate Elastic Young Modulus Over
Time of Jet Grouting Laboratory Formulations 92
Joaqui Tinoco, Antonio Gomes Correia and Paulo Cortez
Research of Modeling System for Soil Classification in Geological
Reconnaissance Based APNN-RBF Neural Network 101
Tao Cheng and Keqin Yan
Probabilistic Evaluation of the Parameters Governing the Stability of the Tailing
Dams 108
Gabriel Villavicencio, Claude Bacconnet, Pierre Breul,
Daniel Boissier and Raoul Espinasse
Research on Deformation Forecast of Deep Foundation Pit Based on
Non-Equidistant Monitoring Data 117
Jing Yan, Yawu Zeng and Rui Gao
vii
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Research on Reasoning Mechanism of Emergency Rescue Decision Support
System of Geo-Hazards Under the Conditions of Extreme Snow and
Ice Disasters 126
Liangchao Zou, Shimei Wang and Haifeng Huang
Using Artificial Neural Networks for Evaluation of Collapse Potential of Some
Iraqi Gypseous Soils 134
Khalid R. Mahmood and Juneid Aziz
Discussion About Data Mining Application in Civil Engineering Deformation
Measurement Analysis 144
Y.J. Tang
Data Acquisitions and Monitoring
3D Reconstruction of Rock Cracks CT Image and Fractal Damage Study 157
Fei Zhang, Haidong Zhou and Yunxia Zhao
Application of Geological Radar in Health Diagnosis of Nanjing Gulou Tunnel 167
Yuan Wang, Songyu Liu, Yuehu Tan, Jianli Duan, Jing Zeng and Lei Gao
The Development and Application of Automatic Monitoring System for Dam
Seepage 175
Xiuguang Song, Hongbo Zhang, Yaoting Chen and Xin Zhuang
Development of Real-Time Soil Deformation Monitoring System (RSDMS) 182
M.A. Mohd Din, Z. Harun and L. Kang Wei
Diagnosis of Ginza Line Subway Tunnel, the Oldest in Asia, by Acquiring Data
on Deterioration Indices 190
Tsutomu Yamamoto, Shunsuke Matsukawa and Haruo Hisawa
Exploratory Drilling with Recorded Parameters Using Wireless Technology 199
Carla Alkassis, Eliane Nassif, Imad Elhajj, Shadi Najjar and Salah Sadek
Information Monitoring on Surrounding Rock of Tunnel and Its Application 207
Yankai Wu and Xiaohua Xi
Mesoscopic Test Study of the Interface Between Geogrid Transverse Rib and
Sand 216
Jiaquan Wang, Jian Zhou, Xianyuan Tang and Liuyun Huang
The Application of Modified Gaussian Model in Hyperspectral Image Analysis 222
Caixia Yang, Yibo Han and Pu Han
The Role of DInSAR Techniques in the Analysis of Ground Deformations Related
to Subsidence and Landslide Phenomena 230
Leonardo Cascini, Settimio Ferlisi, Gianfranco Fornaro and Dario Peduto
A Study of Using Wireless Sensoring Network (WSN) to Improve Tunnel
Disaster Prevention and Rescuing Scheme 238
Dave Ta Teh Chang, Horng-Cheh Lee, Ming-Ru Lee and Liang-Tso Wang

viii
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Application of Two Different Temperature Monitoring Systems in Liquid
Nitrogen Ground Freezing Construction 246
Xiangdong Hu, Wang Guo and Jun Zhang
Detection of Tunnel Water Leakage Based on Image Processing 254
ChuanPeng Hu, HeHua Zhu and XiaoJun Li
Data Standardization
Standardization and Digitization of the ISRM Suggested Methods on Rock
Mechanics Tests 265
Ming Chi, Zuyu Chen and Yufei Zhao
The STREAM’s Testdefinition Facilitates Type of Test Independent Database
Storage 274
Paul E.L. Schaminée and Ardt A. Klapwijk
Geological Modeling and Integration with Numerical Model
Building a Geological Model of the Copenhagen Area Using HoleBASE, MIKE
Geomodel and KeyHOLE 285
Sanne Louise Hanson and Ole Frits Nielsen
XML-Based Approach for Reporting and Exchanging Experimental Data Sets
Using Metadata Model 292
Fang Liu, Jean-Pierre Bardet and Nazila Mokarram
Study on the Integration of Digitalization and Numerical Analysis Based on
the Digital Underground Space and Engineering 301
HeHua Zhu and X.X. Li
Information Systems and Application
A Design and Construction Database for Cut-and-Cover Tunnel Maintenance
Using 3D Models 311
Takashi Aruga, Yasushi Arai, Hideya Kamachi and Keiji Oishi
A Knowledge Base System to Support Emergency Response of Geo-Hazards
Under the Conditions of Extreme Snow and Ice Disasters 320
Haifeng Huang and Shimei Wang
A New Information System for Underground Construction Projects 329
Klaus Chmelina
A System for Remote Monitoring Information Management and Risk Control in
the Underground Engineering 338
Xiaodong Long, Rong Wang, Bo Chen and Nan Wu
An AJAX-Based Web Application for Disseminating Site Characterization Data 345
Fang Liu, Yaping Zhou and Mingjing Jiang
ix
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Application of Asset Management Technique for Road Tunnel Maintenance
Management 353
Bo Li and Yujing Jiang
Deep Foundation Pit Construction Monitoring Information System Based on GIS 361
Yuan Wang, Songyu Liu, Jianyong Liu, Jing Zeng and Lei Gao
Development and Study of the Information Management System of Levee Project
Based on WebGIS in China 368
Bin Zhang, Mingyu Bi, Jia Liu, Xizhong Shen and Haiting Dong
Development of Tunnel 3D Information Inquiry System Based on ArcGIS Engine 377
Fang-hui Jiao, Yong-gang Jia and Tao Liu
Application of 3D Information Technology in Geotechnical Engineering Practice 383
Peng Zhang, Fang Zhang and Xuan Han
Research and Application of Artificial Ground Freezing Monitoring and
Management System 393
Xiangdong Hu, Chunlin Zhou and Zhiyong Zhou
Research on Computer-Aided Decision-Making Software of Advanced
Geological Prediction in Tunnel 401
Lubo Meng, Tianbin Li and Xing Fang
Research on Emergency Rescue Decision Support System of Geo-Hazards Under
the Conditions of Extreme Snow and Ice Disasters 409
Shimei Wang, HaiFeng Huang, Gang Wang and LiangChao Zou
Visual C++ Based Risk Assessment System for Ground Environment Damage
Induced by Subway Tunneling 416
Bo Liu, Li Huang, Yan Li and Bo Lu
The Research and Application on Visual Information System of Safety
Monitoring During Tunnelling Based on GIS 424
Zhi Lin, Yuan-Hai Li, Xing-Ping Li and Changjiang Yang
Study and Implementation of Urban Rail Transit Construction Engineering
Security and Risk Management Information System 433
Yi-qi Liao, Huai Jin, Pei-yin Lv and Jun-wei Li
Novel Computational Techniques and Numerical Methods
A Parallel Factorization Algorithm for Stiffness Matrix Based on Threadpool 445
Juntao Chen, Ming Xiao and Yuting Zhang
An Accelerated Meshfree Analysis of Three Dimensional Soil Slope Failure
Under Finite Deformation 452
Dongding Wang, Zhuoya Li, Ling Li and Youcai Wu
Meshless Natural Neighbor Method Based on Implicit Integration Algorithm for
Elastoplastic Analysis 458
Hehua Zhu, Wenjun Liu, Yongchang Cai and Yuanbin Miao
x
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

The Mean Stress as the Governing Parameter in the Implicit GPM Stress
Integration of Modified Cam-Clay Model 467
Mirjana Vukicevic and Dragan Rakic
A Discrete Numerical Approach for Modelling Face Stability in Slurry Shield
Tunnelling 476
X.Y. Hu, Kieffer D. Scott and Z.X. Zhang
“Meshfree” Numerical Modeling of Slope Instabilities, Landslides and Mudflows 491
Thomas Zimmermann, Matthias Preisig and Andrzej Truty
Numerical Analysis
A Constitutive Model for Predicting Cumulative Deformation of Roadbed Filled
with Silty Sands Induced by Repeated Traffic Loading 505
Hongbo Zhang, Xiuguang Song and Honghong Wand
Countermeasure Against Liquefaction Using Interlocked Soil Improvement Piles 513
Jun Kawamura, Toshiyuki Kamata, Kazuhiro Araki,
Takeshi Ishii and Kunio Saitoh
Influence Analysis on a Subway Shield Tunnel Crossing Below a High Speed
Railway 519
Gancheng Xu, Ping Hu and Chengxue Li
Modelling the Effects of Dewatering on Pile Settlement by Integrating Finite
Element and Load-Transfer Analyses 528
J.R. Omer
Slope Angle Influence on the Seismic Wave Amplification Effect in
a Double-Sided Slope 536
Shiguo Xiao, Zhijian Song and Jianjing Zhang
Numerical Simulation Analysis Applied to Excavation of Deep-Foundation
Above the Highway Tunnel in Downtown 545
Shu Xu and Zhi Li
Parametric Study and Design Charts Based on Movement of Reinforced Earth
Retaining Wall 553
Y.M. Mowafy, N.R. El-Sakhawy, R.R. El-Sakhawy and O.A. El-Gaaly
Quality Evaluation and Numerical Simulation of the Rock Mass of the Assembling
Chamber of Shenxigou Hydropower Station 562
Lehua Wand, Xing Chen, Jianlin Li and Yuhong Qin
Analysis of Safety Factors of Twin Tunnels with Small Spacing by Strength
Reduction FEM 575
Cheng Wang, Yongfu Wang and Qiang Xiao
Simulation Analysis on Inter-Space Rock Strengthening Project of Ultra-Small
Spacing Tunnels with Large Section in Bad Rock Mass 582
Jianwu Gong, Caichu Xia and Xuewen Lei
xi
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Study on the Impact of Asymmetric Deep Pit Excavation on the Surrounding
Environment 590
Chunqiu Wu, Bin Yang, Detang Li and Bin Zhang
Study on the Relationship Between Particle Micro Parameters and Soil
Mechanical Properties 599
Chengbing Wang and Hehua Zhu
Application of an Implicit and Explicit Integration Rules 607
Yunming Yang
Numerical Analysis of Ground Deformation During Horizontal Jet-Grouting 617
Z.F. Wang, S.L. Shen, L.S. Chen and J.F. Yang
Cutoff Effect on Groundwater Seepage of Underground Structure in Aquifers 623
Y.S. Xu, S.L. Shen and J.C. Chai
Numerical Analysis of Geosynthetic Reinforced Soil Above a Tunnel 632
S.E. Ghoreishi Tayyebi, M.R. Babatabar and A. Tahmasebi Poor
Study on Failure Mechanism of Instability of High Rock Slope 644
Chuanbo Zhou, Nan Jiang and Yingkang Yao
Study of Numerical Simulation on Supporting Parameters of Soft Rock Tunnel 655
Xuedong Luo, Jianping Chen, Qiaosen Lǚ and Changqun Zuo
Finite Element Analysis of the Seismic Response of Large-Space
Semi-Underground Structure in Soft Soil 661
Liyu Liu, Zhiyi Chen and Yong Yuan
Simulation, Visualization and Theoretical Study
Computer Dynamic Simulation Analysis of the Setting Mode of Buffer Layer in
Tunnel 673
Hua Xu, Tianbin Li, Xing Fang and Zhiheng Ling
Research on Failure Modes in Fractured Rock Masses Under Triaxial
Compression Using Distinct Element Method 686
Lei Fan, Huiming Tang and Huoming Zhou
Study on Simulation Model of Ground Subsidence Based on Time-Space
Evolution and Its Applications 694
Xiaobo Liu, Huoran Sun and Yongjia Wang
The 3D Modeling and Visualization of Highway Slope Based on GIS and Its
Application 701
Yonghui Zhang, Guoliang Chen, Qian Sheng and Xiuguo Liu
Development and Application of Numerical Model for Rainfall-Induced Shallow
Landslides 713
Tl Tsai
Research on Swelling Characteristics of Limestone 722
Bendong Qin and Yunjun Luo
xii
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Pressure Meter Testing in Glacial Till 730
Raddi M. Shwaik Al-Zubaidi
Subject Index 739
Author Index 743
xiii
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

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Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Keynote Lectures
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

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Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Innovation in Monitoring Technologies for
Underground Structures
Kenichi SOGA
a,1
, Krisada CHAIYASARN
a
, Fabio VIOLA
a
, Jize YAN
a
, Ashwin
SESHIA
a
and Roberto CIPOLLA
a
a
Abstract.One of the greatest challenges facing civil engineers in the 21st century
is the stewardship of ageing civil engineering infrastructure. Nowhere is this more
apparent than in underground structures in the major cities around the world. Much
of them were constructed more than half a century ago and there is widespread
evidence of deterioration. Advances in the development of computer vision and
miniature micro-electro-mechanical sensors (MEMS) offer intriguing possibilities
that can radically alter the paradigms underlying existing methods of condition
assessment and monitoring of such infrastructure. This paper discusses potentials
of these technologies for monitoring underground infrastructure.
University of Cambridge, Department of Engineering, Cambridge CB2 1PZ, UK
Keywords.Monitoring, Computer vision, micro electro mechanical systems
1. Introduction
Deterioration of ageing civil engineering infrastructure and the associated increase in
the proportion of budgets spent on maintenance present significant challenges to our
society. Dense spatial and temporal information, integrated with appropriate data
analytical tools, is required to assess and reduce the likelihood of, or improve the
efficient response to failures of key elements of critical infrastructure resulting from
degradation, overload, or disasters due to natural and/or man-made causes. The
maintenance, refurbishment and safe operation of ageing infrastructure under severe
financial constraints forces civil engineers to strive for technological advances which
will allow them to sense, monitor and better understand the behaviour of their
engineering systems under both normal and extreme operating conditions.
Nowhere is this more apparent than in large-scale critical systems such as the
networks of tunnels and pipelines that lie beneath our cities. Much of this infrastructure
was constructed more than half a century ago and there is widespread evidence of
deterioration. Tunnels, particularly old ones, are vulnerable to adjacent ground
disturbance, for instance piling and deep excavations. Excessive leakage and bursts of
underground pipelines could cause enormous damage to neighboring infrastructure and
disruption of critical services while contaminant intrusion could pose significant health
hazards and public concern.
The primary goal for infrastructure managers is the development of management
strategies to maintain the safety and functionality of the infrastructure in the face of the
deterioration of the component materials and ever increasing usage demands.
1
Corresponding Author.
Information Technology in Geo-Engineering
D.G. Toll et al. (Eds.)
IOS Press, 2010
© 2010 The authors and IOS Press. All rights reserved.
doi:10.3233/978-1-60750-617-1-3
3
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

Disruption due to closures for replacement, maintenance or strengthening impose a
high economic burden and infrastructure managers are seeking tools to identify defects
within infrastructure and, in particular, the cause of the defects, so that a suitable
remedial strategy can be implemented.
At the moment, network wide monitoring is prohibitively expensive and very
limited in terms of obtaining the necessary data for quick assessment, especially in the
case of emergencies due to natural or deliberately caused disasters. Advances in the
development of innovative technologies such as fibre optics sensing, computer vision,
micro-electro-mechanical sensors (MEMS) and wireless sensor network offer
intriguing possibilities that can radically alter the paradigms underlying existing
methods of condition assessment and monitoring. This paper discusses potentials of
computer vision and MEMS for monitoring the conditions of underground structures.
2. Computer Vision
2.1. Motivation
For maintenance works of underground structures, visual inspection is a common
practice for detecting and monitoring anomalies such as cracks, spalling and staining.
Photographs are commonly used as a mean of recording anomalies, although over years,
image collections become large and difficult to organize and browse. Improving the
ways that an image database is accessed and visualized are expected to result in a
substantial progress in the effectiveness of monitoring, in particular of remote
monitoring, like shaft inspection, where inspectors cannot easily access the inspection
site.
One way to assist inspectors in organising a large collection of images and
examining the tunnel surface is providing them with automatic tools that combine a
large number of pictures into a single high-quality wide-angle composite view. This
process is commonly referred to as image mosaicing. There are many image stitching
software packages, such as Microsoft Image Composite Editor (ICE) [1] and Autopano
[2], the vast majority of which rely on a number of strong assumptions on the camera
motion or on the scene geometry to be strictly true. In fact, these packages are
genuinely designed for generating panoramas, and they require images to be captured
by a camera roughly rotating about its optical centre, or by capturing the plane at
"infinity" (i.e.the scenes where all objects are distant and there is little or no parallax).
The images from typical underground structure inspection do not meet such
requirements and these packages fail to generate good mosaics, as shown in Figure1.
(Top).
A new computer vision system has been recently developed at Cambridge
University to perform mosaicing of images captured inside a tunnel from a standard
digital camera. It can simultaneously cope with free camera motion and the more
complex geometry of the scene. In the proposed system, starting from a set of pictures
from a section of the tunnel linings, first the approximate 3D geometry of the scene and
consequently warp each frame are recovered in order to generate a set of pictures that
can be stitched together using any standard mosaicing technique. In fact, for images
captured inside a tunnel, this warping procedure can be imagined as prompting pictures
of a tunnel that has been flattened, or unrolled onto a plane. The system obtains the
sparse 3D reconstruction of the tunnel using classical Structure from Motion (SfM) [3]
K. Soga et al. / Innovation in Monitoring Technologies for Underground Structures4
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

from the input images only, without the need of user interaction. Further details are
given in the next sections.
Figure 1.The results from the Bond Street 2sequence, Top: the result by the homography-based mosaic
using ICE [1], Bottom: our result after the corrected surface estimation. While, the parallel lines (tunnel
ridges) curve along the horizontal axis of the image in the homography-based result, our result preserves all
physical sense, e.g. line parallelism and straightness, which is important for tunnel inspection.
2.2. Multiview Reconstruction
A sparse 3D model
2
In the first module, interest points are extracted from each input image and
matched across multiple frames in order to obtain a set of points that consistently
appear in multiple images. The 2D coordinates of such points are collected and
concatenated forming 2D trajectories over the multiple frames, i.e.tracks. Success at
this stage relies on the robustness of the extraction and matching scheme of the interest
points.
,i.e.a 3D point cloud, can be recovered from digital photographs,
together with the camera poses, i.e.translations and rotations with respect to a given
reference frame. The reconstruction procedure is composed of two modules: point track
generation; and multiple view geometry estimation.
An interest point is an image point whose neighborhood (i.e.an image patch
centered at that point) displays distinctive features that are stable under perturbations
arising from some degree of perspective transformations, illumination variations and
noise such that the same interest points can be extracted with high degree
of reproducibility.
2
Other systems, such as the LIDAR laser scan system, can acquire a dense and accurate 3D
point cloud. However, it should be noted that a dense 3D model of the tunnel is not our only
objective here, since we are also interested in recovering the relative pose of the cameras in order
to register the input images via a proxy geometry. Nonetheless, both technologies could be used
jointly, as the sparse 3D model reconstructed by the proposed system could be used to register
images onto a CAD or LIDAR model as shown in [5].
This invariance allows keypoints to be matched across multiple
images. The Scale Invariant Transform Features (SIFT) is an example of stable image
feature[4]. Interest points are detected in scale-space, and are assigned descriptors that
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summarize their appearance by the orientation histogram of the intensity gradients
within a patch, thus achieving invariance to
The second module is classically formulated as a large-scale optimization problem
(see [6] for a detailed explanation of multiple view geometry). The output from the first
module is used to initialize the optimizer, estimating the sparse point cloud and camera
poses using overlapping triplets of images. The estimation is then refined by Bundle
Adjustment (BA) [7]. The BA algorithm iteratively adjusts the positions of the 3D
coordinates and the camera poses to minimize the sum of the distances between the
reprojections of the reconstructed 3D points through the estimated cameras, and the
interest points 2D coordinates.
scale, orientation, affine distortion, and
partial invariance to illumination changes.
Figure 2. shows a sparse 3D reconstruction of the tunnel before (b) and after BA
(c). The tunnel linings are clearly seen after the BA is performed. The convergence
graph from the BA algorithm (a) quantitatively shows significant improvement in the
global registration as the cost function converges to a local minimum.
Figure 2.The sparse multi-view reconstruction models and the surface estimation. (a) the convergence graph
of the BA algorithm; (b) initialization of the estimated 3D point cloud and camera poses; (c) the
reconstruction after BA, points in red indicating points lying on the cylindrical surface; (d) the estimated
surfaces, the blue surface was estimated from points lying on the surface, the yellow surface was estimated
from all reconstructed points.
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2.3. Learning Support Vector Machine
When recovering the approximate geometry of the scene, the system exploits prior
knowledge of the tunnel and shaft structure by estimating a proxy geometry, that is to
say a representation of the real complex geometry within a class of simpler and
compact descriptions. For example, the geometry can be assumed to be roughly
cylindrical and a simple proxy for it is recovered by robustly fitting a quadric surface to
a sparse set of reconstructed 3D points that lie on the tunnel wall surface. Of course,
the true tunnel geometry is not purely cylindrical, but typically a mixture of a
cylindrical surface and protuberant regions such as pipes, pans and tunnel ridges.
However, this simplifying assumption will only cause minor artifacts to the warped
frames and noise to be added onto the mosaicing process that a standard stitching
algorithms, which we apply in the final stage, can cope with. Quadric surfaces are just
an example of how the system works, but other choices are possible for different
structures, such as a mixture of planar surfaces.
The SVM classifier [8] is applied to discriminate the tunnel surface points from the
non-surface points. The interest points detected by the SIFT algorithm on or near the
protuberant regions are collected as the non-surface class and others as the surface class,
see Fig. 4 (Right). The image patches of the two classes exhibit quite distinctive
appearances, as shown in Fig. 3, hence they are expected to be separable as shown in
Fig. 4 (Left). The 3D points classified as the surface points by the SVM classifier are
marked as red in Figure 2.(c). The surfaces estimated with and without the SVM,
respectively represented in blue and red, are shown in Figure 2.(d).
Figure 3.An example of two classes The interest points on the protuberant regions are Class 1 and the points
on the surface are Class 2.
Figure 4.SVM classification results. ROC curves for the different kernel parameters and the penalty
constants (Left); a test classification example: the points in black are estimated as the non-surface class, and
the points in red as the surface class (Right).
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2.4. Image Warping and Final Mosaicing
Cylinders are surface of zero Gaussian curvature so it is possible to define a local
isometry for flattening the curved surface onto a plane. Moreover, given the constraints
on the image collection process, cameras are located inside the cylinder and each ray
intersects the surface in only a single visible point, defining for each image a one-to-
one mapping between image samples and points on the surface. These facts allow us to
define a warping that produces the flattened versions of the input images (see Figs 5
and 6). The obtained output frames can then be registered via homographies, or planar
projective transformations. The warped images can finally be mosaiced with standard
stitching algorithms using the planar projective registration model. ICE [1] and
Autopano [2] are used to obtain the final mosaics in our experiments.
Figure 5.Examples of the input images from the Bond Street Sequence
Figure 6.Warped images from the input images from the Bond Street sequence
The system was tested with three data sets captured in two London Underground
sites:Bond Street 1sequence (Figure 8.), Bond Street 2sequence (Figure 1.), and
Aldwychsequence (Figure 7.). For the SVM training, the data set contains 1369
training points and 635 test points from 19 labeled images from the Aldwychsequence.
The top figure in Figure 7.(a) shows the result of mosaicing before the BA is applied.
The misalignment in the overlapping regions is clearly seen due to the errors in the
camera registration. The bottom figure in Figure 7.(a) illustrates the result after the BA
is run but without applying the SVM classifier. The skewness in the surface estimation
induced by the non-surface points causes noticeable distortion in the mosaic image
shown as the curvature in the tunnel ridges. In this result, where the amount of
protruding 3D structure is significant, parallelism of the tunnel linings is somewhat
preserved, but not the line straightness. Figure 7.(b) shows the result after the
cylindrical surface is corrected by the SVM classification, allowing a better warping of
the input images to be applied. Noticeably, both line parallelism and straightness are
preserved. The angle between the vertical and horizontal lines is 90
o
, indicating the
tunnel in the correct physical sense. This is important for tunnel inspection.
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Figure 1. shows qualitative comparison between the mosaic images from the
homography-based method and the proposed method. Perspective distortion is clearly
removed in our result. Artifacts generated by the new system still can be seen in Figure
8. The quality of the final composite image depends critically on the amount of
protruding structure. In fact, the registration model can explain the perspective
distortion that cylindrical surfaces undergoes in the image formation process but does
not capture the distortion caused by 3D structure protruding off the proxy surface; the
same way as homography-based mosaics exhibits considerable distortion when non-
planar scenes are captured.
Figure 7.Mosaic image resutls (a) The top image is the result with BA but without SVM, the bottom image
is the result before BA. (b) The final result with BA, SVM and warping applied.
Figure 8.The results from the Bond Street 1sequence, multiple rings which covers around 8 metres.
2.5. Remarks
A system for aiding visual inspection of tunnels is presented. The system is capable of
generating composite images of large sections of tunnel surface, which offer a flattened
view of the tunnel linings. The mosaic images are obtained by registering the input
frames on an cylindrical surface approximating the real tunnel geometry. The proxy
geometry is recovered from a sparse set of 3D points reconstructed from the input
images only with human supervision. The accuracy of the proxy estimation is boosted
by the use of a SVM classifier that is capable of separating 3D points belonging to the
tunnel surface from those belonging to the protruding regions, thus improving the
quality of the mosaic. With this system it is possible to identify regions of change in
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images of the same scene taken at different times since the images have spatial
coordinates assigned. This is much needed for inspection since engineers will be able
to assess the deterioration rate of a structure and then devise regime for repair.
In the future, further validation will be conducted on more datasets. Furthermore,
the prototype of the system including the software and the apparatus for acquiring
images is currently being developed so that it can be practically adopted in the
underground structure inspection procedure.
3. Micro Electro Mechanical Systems
3.1. Motivation
MEMS or Micro Electro Mechanical Systems are small integrated devices or systems
that combine electrical and mechanical components varied in size from micrometers to
millimeters, which can merge the function of computation and communication with
sensing and actuation to produce a system of miniature dimensions [9]. MEMS extend
the fabrication techniques for semiconductor industry to include mechanical elements
and the inherently small size of MEMS enables high level integration of
micromachined components or structures to realize multiple functions or capabilities
on the same silicon chip for greater utility [10]. The majority of the MEMS
applications in civil infrastructure monitoring act as sensors, which have emerged as a
high sensitive monitoring candidate for structural control and assessment, health
monitoring, damage repair and system preservation of civil infrastructure. MEMS
sensors will offer major advantages in terms of smaller size, lower power consumption,
more sensitive to input variations, cheaper cost due to mass production and less
invasive than larger devices, and extend the performance and lifetimes over
conventional systems [11]. A range of MEMS sensors is now available in civil
applications, which can measure acceleration, inclination, temperature and pressure. In
this paper, three types of well commercialized MEMS sensor are illustrated as
successful examples for civil infrastructure monitoring applications. Recently research
developed MEMS strain sensors are further described as a new MEMS sensing area in
civil applications.
3.2. Commercial MEMS sensor examples
MEMS accelerometer
An accelerometer is a sensor that measures acceleration forces. The acceleration forces
can cause a deflection of an inertial mass suspended by springs from its initial position,
which is converted to an electrical signal as the sensor output. The accelerometer can
be used to sense orientation, acceleration and vibration, which are very essential in civil
infrastructure monitoring to detect and diagnose the deviation from normal conditions
[12]. The use of conventional piezoelectric accelerometers in civil monitoring is well
known and accepted, but at high cost especially if simultaneous multiple collection
points are required. The application of MEMS technology to accelerometers is a
relatively new development. MEMS accelerometers based on microfabrication
technologies have demonstrated to be an attractive and cheaper alternative to
conventional accelerometers because of lower power consumption and potential
integration of sensing and build-in signal conditional units within one device. The
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MEMS accelerometer cost 10% or less compared to the conventional accelerometer
together with the signal condition unit [13]. The miniaturization road map of the
Analog Device accelerometer is shown in Figure 9. [14]
Figure 9.Technique road map of Analog Device Accelerometers.
MEMS inclinometer
MEMS sensors can measure both static and dynamic accelerations and therefore they
can be utilized to measure inclinations that are typically static accelerations. The
inclinometer includes uniaxial or biaxial accelerometers which measure the gravity.
The commercial MEMS inclinometer commonly incorporates an onboard
microprocessor to automatically compensate the temperature effect of the tilt data.
MEMS inclinometer is essentially low power device and particularly suitable for
industrial applications including geotechnical and structural monitoring, surveying
equipment, satellite stabilization systems and automotive wheel alignment. More
recently, Analog device announced the industry's most precise MEMS inclinometer,
which can provide a fully compensated direct angle output with less than 0.1° linear
inclination error, making it at least twice as accurate as competitive tilt sensors, which
is a high accuracy, digital inclinometer and accommodates both single-axis (±180°) and
dual-axis (±90°) operation as schematically shown in Fig. 10 [14]. The system
dimension of the inclinometer including the evaluation board is within 3cm x 3cm.
Figure 10.(a) Function block diagram of the Analog Devices ADIS16209 Inclinometer (b) the dimension of
the inclinometer with the evaluation board.
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MEMS inertial measurement unit
Accurate location and time information are very important in large scale civil
infrastructure monitoring networks. The location and time reference for each sensor
node are usually provided by the Global Positioning System (GPS). However, sensor
nodes in underground are usually lack of communication with the satellites and lack of
precise location information. The incorporation of MEMS for multi-sensor systems,
enable the hybridisation between the GPS and a combination of accelerometer and
gyroscope to offer less accurate location and time reference which is usually very
essential in harsh environment [15]. Fig. 11 shows Analog Devices ADIS16350 Inertial
Measurement Unit [16]. Table 1.summarizes a comparison between conventional and
MEMS based inertial sensing unit, which combines the angular rate and linear
acceleration measurement function [17].
Figure 11.(a) Function block diagram of the Analog Devices ADIS16350 Inertial Measurement Unit (b)
dimension of Inertial Measurement Unit system.
Table 1.Comparison between conventional and MEMS based inertial sensing units
Conventional MEMS based [10]
Mass 1587.5 g 5 g
Size 15x8x5 cm 2x2x1 cm
Power 35 W 150mW
Cost $20,000 $669
3.3. MEMS strain sensors
Strain sensors are highly critical for civil infrastructure applications. The conventional
metal film strain gauge and vibrating wire strain sensors are not very well suited for
wireless sensing civil applications, in which numbers of strain sensors are required to
be deployed within large-scale ageing infrastructures. Thus, high resolution, lower
power and small size MEMS strain sensors are in great demand to replace the
conventional strain gauge by use of silicon MEMS technology [18]. In this paper, the
research work at Cambridge related to novel MEMS strain sensor suited for wireless
civil infrastructure monitoring using resonant silicon based strain sensor is discussed.
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Crackmeter prototype
A prototype MEMS crackmeter is realized with a thin steel bar fixed across the crack
on the tunnel wall, onto which a multi-directional MEMS strain sensor is soldered (Fig.
12) [19]. A movement of the wall crack (contraction or expansion) can be detected by
the sensors through the strain generated on the steel bar and transferred to the silicon
chip. Since the resonant MEMS sensors are operated through a self-sustained
electrostatic actuation using an electronic oscillation loop, no static bias current is
needed for their operation and the dynamic power requirements can be comparatively
small.
The mechanical design of the crackmeter is illustrated in Fig. 13 [19]. It is
composed by a 200 mm thin steel strip fixed by point welding to anchors suited for
mounting the device across a crack on a concrete wall. The steel strip deformation
induced by the structure movements can be detected by the silicon MEMS strain sensor
based on the frequency shift, which is soldered on the strip with effective strain
coupling from steel to silicon by the resonator anchors. The geometry has been
conceived in order to pre-stress the support steel strip to measure possible crack
contractions or extensions in the range, with no significant tensile force applied on the
crack. The steel strip was equipped by a nut which allows for changing the unstrained
length of the strain sensor.
Figure 12.Concept of MEMS-based crackmeter operating in wireless mode.

Figure 13.Concept of MEMS-based crackmeter operating in wireless mode.
Fabrication technique
The fabrication process of the strain sensor has been previous reported in [20]. The
process is starting from silicon on insulator substrates. The silicon device layer is
heavily doped and annealed in order to obtain a low sheet resistance. On the substrate,
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a low temperature oxide layer is then deposed by Chemical Vapour Deposition (CVD)
and patterned by Reactive Ion Etching (RIE). A CVD polycrystalline silicon layer is
then deposited and completely oxidized to shrink the gaps patterned on the initial oxide
later. The deep RIE is then utilized to patent the reduced gap oxide mask on the silicon
device layer with reduced line widths. The process is ended by an isotropic wet etching
in buffered oxide etch.
Double-Ended Tuning Fork MEMS Strain sensor
Using the fabrication technology described above, Double-Ended Tuning Fork (DETF)
parallel-plate resonators with reduced coupling gaps (< 1μm) have been fabricated [21].
The devices have been bonded to a thin steel bar by epoxy glue, packaged in vacuum
and tested by applying strain to the bar, showing good tolerances to packaging
parasitics, measurement reversibility, and strain sensitivLW\RI+]—0The results are
reported in Fig. 14. As may be observed, the strain-resonance response is fairly linear
and reversible. The results shown in Fig. 14 are the first example of strain sensing on
steel performed with MEMS resonators in vacuum, and demonstrate that the proposed
technology is promising for strain sensing on structural materials.
Figure 14.Optical micrograph of MEMS DETF strain sensor and its strain-frequency response.
H-shape MEMS Strain sensor
H-framework flexural mode resonator is another type of MEMS strain sensor adopted
in the crackmeter, which utilizes a central beam to mechanically couple twin clamped-
clamped beam resonators into vibration in the second harmonic mode as illustrated in
Fig. 15a [19]. The resonator is grounded and electrostatically driven into vibration by
two interconnected electrodes and capacitive sensing of the induced displacement is
through a pair of similar interconnected electrodes as shown in Fig. 15a. Through this
electrode arrangement, vibrations in the preferential mode are excited and modes that
result in an out-of-phase capacitance variation between the driving / sensing electrodes
and the resonator itself are suppressed.
Initial open-loop measurements on the H-shape MEMS-based crackmeter
prototype are shown in Fig. 15b. In these measurements, the open-loop device
transmission is plotted as a function of electrostatically induced applied axial strain.
The results show that a 0.079 micro-strain results in a frequency shift of 16 Hz. The
measurements contrast with a minimum detectable frequency shift of 3.1 mHz
previously demonstrated for a closed-loop double-ended tuning fork sensor fabricated
at Cambridge [22] allowing for strain resolution potential below 100 p0for a 1 s
averaging time.
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Figure 15.(a) Optical and FEA graphs of MEMS H-shape resonator (b) Open-loop measurements
demonstrating functionality of the MEMS strain sensor through electrostatically induced micro strain.
MEMS disk resonator strain sensor
Flexural mode MEMS resonators usually required high vacuum packaging to preserve
the quality factor to enhance the sensing sensitivity and resolution. Recently, bulk
mode silicon MEMS resonators have been presented as a means to reduce the air
damping and have relative high-Q performance in the air [23], which opens a new door
for MEMS resonant strain sensor functional in ambient environment and largely
reduces the complexity and cost of the vacuum package technique. The resonant strain
sensor used in the first crackmeter is a round-disk resonator with capacitive sensing,
which was tested at atmospheric pressure under applied strain. The initial results
indicated some sensitivity of the resonator to strain as shown in Fig. 16.
Figure 16.Optical of MEMS round disk resonator and open-loop measurement on sensor under applied
strain
3.4. Remarks
The work related to the development of a novel crack metering technology for low
power, wireless structural monitoring based on MEMS strain sensors has been
presented. Three types of MEMS-based strain sensors are described. Vacuum
packaging of MEMS strain sensors soldered on a steel bar has been implemented in the
crackmeter prototype. MEMS DETF resonator and H-shape resonator have been used
as vacuum packaged strain sensors. MEMS disk resonator opens a new door for
MEMS resonant strain sensor functional in ambient environment and might largely
reduces the complexity and cost of the vacuum package for strain sensors.
Future monitoring systems will undoubtedly comprise Wireless Sensor Networks
(WSN) and will be designed around the capabilities of autonomous nodes. Each node
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in the network will integrate specific sensing capabilities with communication, data
processing and power supply. The integrated MEMS sensors system offers a solution to
large scale monitor and control physical and chemical parameters in many civil
infrastructure applications such as refractive index variations of the surrounding
environment, life-cycle assessment in building and construction. In many cases, the
integrated sensors must be completely embedded in the structure, with no physical
connection to the outside world.
Due to the remote situation, the conventional method to power the system is to use
a battery, which is limited to its life cycle. The replacement would be difficult since
the sensors may be embedded and hard to reach. Especially, in large scale civil
infrastructure monitoring applications, the sensor node number can reach thousands
such as water supply system. Energy harvesting device have been considered as the
most attractive candidates for small electric power sources of portable integrated
sensors and wireless sensor networks. The powering of wireless devices by capturing
and storing energy from external sources present in the environment offers an
opportunity to replace or augment batteries [24]. The long term strategy of the research
will offer a MEMS solution [25] to integrate the sensors with energy harvesters as well
as communication systems, which need to be highly optimized towards the design
constraints and ambient sources including ultra-low energy consumption budget studies,
object-based smart power management solution and smart utilization of environmental
energy sources.
A system level MEMS-CMOS integration between MEMS sensor, MEMS power
harvesting, RF MEMS as well as smart sensing circuits, power management circuits
and signal processing circuits can be the long term ambition. The self-powered
integrated MEMS sensor and wireless communication systems provide a real incentive
for investigating alternative types of power sources to traditional batteries and offer a
novel platform for the large scale monitoring applications for civil infrastructure,
public health, and smart society engagement.
4. Conclusion and Future Work
One of the greatest challenges facing civil engineers in the 21st century is the
stewardship (maintenance, upgrading and safe operation) of ageing infrastructure.
Little is known of the long-term performance of such infrastructure. In recent years,
sensor and communications research has been undergoing a quiet revolution, promising
to have significant impacts on new generation of monitoring technologies for civil
engineering infrastructure. The development of ‘smart’ infrastructure is essential to the
viability of rehabilitation, repair and reuse.
The immediate monitoring applications can be summarised as follows:
(i) monitoring of safety critical elements where a failure of a key element is
immediately notified to managers e.g. collisions by lorries or trains with supporting
columns of a bridge or overhead gantries which may result in blockage of the
carriageway or even in total collapse. Where possible parameters that give advanced
warning of impending failure need to be identified and targeted for measurement. At
present little monitoring of this type occurs primarily due to the cost and limited
capacity to process and interpret data.
(ii) monitoring of performance and condition. This might include the detection of
excessive deformations as an indicator of deterioration/corrosion/degradation of key
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elements and the detection of ingress of deleterious materials such as corrosion
promoters (eg de-icing salts) or water. For water distribution networks monitoring can
assist in identifying leakage, patterns of deterioration in the pipe infrastructure and
water quality, and in enabling real-time flow and pressure management.
There are a number of benefits to innovative technologies that were identified in
this paper for monitoring and assessment of ageing civil engineering infrastructure. The
most obvious one is that these technologies will be able to reduce costs associated with
end-of-life structures. Another important benefit is the increased safety levels they can
provide to cope with natural disasters such as climate change, flood warnings and
earthquakes. Designers and consultants will benefit from a deeper understanding of the
actual performance of different types of infrastructure. These technologies will allow
its performance to be monitored during its working life, which will lead to better
operational performance and design for future infrastructure. Thus, the need for high
quality measurements is of great importance to practitioners and is also of considerable
interest within research and academic circles because of the resulting improved
understanding of infrastructure performance.
Acknowledgements
The research is funded by the UK Engineering and Physical Sciences Research Council
(EP/E003338/1 Micro-Measurement and Monitoring System for Ageing Underground
Infrastructures (Underground M3))
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Integration of IT into Routine
Geotechnical Design
Chungsik YOO
a
a
Dept. Civil and Envir. Engrg., Sungkyunkwan University, Suwon, Korea
Abstract.The use of information technology (IT) in a variety of engineering fields
is increasing in order to expedite routine engineering design and analysis
procedures. In geotechnical engineering, various types of information technology,
such as geographical information system (GIS), artificial intelligence (AI), and
numerical simulation, are now being actively used to predict, visualize, and
analyze physical parameters. In this paper, the recent development in integration
of IT into geotechnical engineering fields are presented with emphasis on the use
of GIS in tunnelling risk management. A combined technique that couples the
artificial neural network (ANN) and the GIS is then presented. The proposed
approach involves the development of ANN(s) using a calibrated finite element
model(s) for use as a prediction tool and implementation of the developed ANN(s)
into a GIS platform for visualization and analysis of spatial distribution of
predicted results. A novel feature of the proposed approach is an ability to
expedite a routine geotechnical design process that otherwise require significant
time and effort in performing numerical analyses for different design scenarios.
Two illustrative examples in which the developed approach was implemented are
given; one for an urban tunnelling design project and the other for a soft ground
improvement design project. It is shown that the proposed approach can be an
efficient and robust decision making tool for routine geotechnical design works.
This paper describes the concept and details of the proposed approach and its
implementation to an urban tunnel and a soft ground improvement design projects.
Keywords. Information technology, geographical information system, numerical
analysis, artificial intelligence, tunneling, soft ground improvement
Introduction
Thefast-moving world of information technology confronts the civil engineer with
constant change. In recent years, the use of information technology (IT) in engineering
fields has become increasingly popular for use in prediction, visualization, and analysis
of physical parameters. Information technology relevant to civil engineering and/or
geotechnical fields may include;
•Numerical methods
•Computational mechanics
•Hardware architecture, computer system architecture, and network concepts
•Software development in engineering
•Computer-aided decision systems
•GIS-GPS, remote sensing
•Data structures and database design
Information Technology in Geo-Engineering
D.G. Toll et al. (Eds.)
IOS Press, 2010
© 2010 The authors and IOS Press. All rights reserved.
doi:10.3233/978-1-60750-617-1-19
19
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

•Optimization and control
•Computation Intelligence, soft computing
•Data mining and knowledge discovery
•Computer graphics, visualization, virtual reality and image reasoning
•Risk assessment, failure analysis, and reliability.
•etc.
Among the above, the use of geographical information system (GIS), artificial
intelligence (AI), and virtual reality (VR), among others, in combination with
numerical simulation has been increasing in the fields of geotechnical engineering. For
example, the AI technique has gained its popularity as a prediction tool as experiences
from a number of case histories have shown that the AI technique can be used to
identify and determine certain dependencies between variables in various engineering
fields. GIS has also been recognized as an efficient tool in a variety of geotechnical
fields that require to handle a vast amount of data. A number of case histories have
demonstrated successful integration of GIS capabilities in slope stability assessment,
risk management in tunnelling, and soft ground improvement design for use as a
decision making tool. Virtual reality in combination with other analytical tools is now
being used as part of a decision making tool in tunnel design/construction practice.
In this paper, a comprehensive review on integration of IT capabilities in
geotechnical engineering works is given with emphasis on the ANN and GIS combined
technique together with numerical simulation. Two illustrative examples are given, in
which the concept and details of the proposed approach and its practical use in typical
geotechnical design works are illustrated; one for an urban tunnelling design project
and the other for a soft ground improvement design project.
1. Integration of IT in Geotechnical Engineering - Examples
1.1. Soft computing - artificial intelligence
The AI technique has been recognized as an
efficient prediction tool in various fields.
Among the various artificial intelligence
techniques, the artificial neural network
(ANN) is increasingly becoming a standard
AI technique for solving civil engineering
related problems. Artificial neural networks
are simplified mathematical models inspired
by the biological structure and functioning
of the brain. The major advantage of ANN
is an ability to learn, recall, and generalize
from training data by assigning or adjusting
the connection weights (Wkj) (Figure 1).
Once trained with proper data, an ANN can successfully describe relationships
between variables what might otherwise be difficult when using mathematical terms.
A summary of geomechanical applications of ANNs can be found in the paper by
DATA
ERROR
Feed Forward
Back Propagation
Input Layer
Output Layer
Hidden Layer
W
kj W
kj
Figure 1. Typical structure of ANN
C. Yoo / Integration of IT into Routine Geotechnical Design20
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Attoh-Okine (1998). Theoretical background of the ANN is beyond the scope of this
paper and can be found elsewhere (Demuth and Beale 1997).
A set of generalized ANNs for a given geotechnical design/analysis problem can
be integrated and used as an expert system, provided with appropriate graphical user
interface (GUI) for input and output. One of the examples is the knowledge-based
underground excavation design system (IT-UnEx) that has been recently developed by
the author (Yoo at el. 2010). A distinct feature of IT-UnEx is an ability to carry out
computationally intensive underground excavation stability analysis using ANNs
generalized by the results of finite element and finite difference analyses on various
design scenarios encountered in Korean underground construction environments. IT-
UnEx (Figure 2) has an ability to optimize a given underground excavation design
based on the ANNs and the optimization technique in terms of stability. The system is
aimed at expediting a routine tunnel design works such as determination of support
patterns and stability analysis of selected support patterns. A number of sub-modules
for determination of support patterns and stability assessment were developed and
implemented to the system. It has been demonstrated that the ANN based tunnel
design concept is a robust tool for tunnel design optimization. The details of the
system architecture and the ANNs development are given in Yoo et al. (2010).
(a) Q-Design (b) Stability assessment
Figure 2. Illustration of IT-UnEx
1.2. GIS-based decision making system
The advent of GIS has opened a window of new technological possibilities for
geospatial data storage and analysis. These possibilities have shown much potential in
various fields of civil engineering where large amount of geographical data are needed,
stored, and manipulated. The geographical data are stored in a GIS system as a
geodatabase in which relationships between individual geographic features can be
permanently stored. The geodatabase has proven to be a robust structure for cataloging
and storing data.
The GIS has been proven to be an effective tool for storage, retrieval, and display
of data but its analytical capabilities are only occasionally tapped. The GIS, however,
can be used as an excellent analysis tool when interfaced with modules that calculate
desired quantities. A recent excellent example is the application of GIS in the landslide
C. Yoo / Integration of IT into Routine Geotechnical Design 21
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hazard assessment as demonstrated by Xie et al. (2003), in which a GIS grid-based 3D
deterministic slope stability analysis model was developed. Xie et al. (2006) later
developed a GIS-based slope stability analysis program, 3DSlopeGIS, based on an
approach that integrates the GIS grid-based data with four proposed column-based limit
equilibrium models and demonstrated that the developed approach has the potential
convenience for multicase studies and slope design making (Figure 3).
The GIS technology is also well
suited in the scope of tunnelling risk
assessment where large geographical
information needs to be managed.
For example, provided with a digital
site map and proper mathematical
functions for estimating the
tunnelling-induced ground
movements, the ground movements
at specified locations can be
computed, stored, retrieved, and
displayed. The results can then be
used for damage assessment of
buildings/utilities within the area of
influence. Furthermore, by defining
spatial distributions of other quantities of interest, once computed, as layers within a
GIS platform, the spatial distributions of the impact of tunnelling can be easily
visualized.
Netzel and Kallberg (1999) may perhaps be the first one in implementing the GIS
in the field of tunnelling risk management . They developed a GIS system for the
storage, rapid interpretation and visualization of measurement data before, during and
after construction activities (Figure 4) of the North/South Metroline in Amsterdam.
The structure of the GIS system and the database use unique codes to identify each
monitoring sensor, which is registered digitally in the GIS system. The GIS is the
important intermediary for settlement risk management with the observational method
for TBM-tunnelling (Netzel and Kallberg, 1999).
Figure 4. Examples of GIS system by (after Netzel and Kallberg 1999)
Another similar example of a GIS-based tunnelling risk management system is the
one by developed by GEODATA (2010). The system is an integrated Web-based
system, named GDMS, for Geodata Data Management System for tunnelling, capable
of handling the information coming from difference sources (monitoring, site
Figure 3. Concept of Slope stability analysis using GIS
Grid-Based data (After Xie et al. 2006)
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investigation, building surveys, machinery performance, and ground treatments) in the
framework of a unified modular system. GDMS differs from the earlier system by
Netzel and Kallberg (1999) in such a way that it can collect a broader information
relevant to a given tunnelling. The innovative functions introduced with the Web-GIS
monitoring application include; (1) collect, georeference, and organize all the
geographic information related to the site conditions, (2) collect, georeference, and
organize the data flow generated by the construction process (excavation progress,
monitoring data, investigation data, etc.), (3) allow the analysis and query of stored
data based on predefined itemized geotechnical properties, and (4) review and compare
different types of data (monitoring data vs. building condition, baseline geological
model vs. actual geological model, etc.). GDMS has been used in a number of urban
tunnelling projects, i.e., Porto Metro Project (1999) and Torino metro line 1 (2000),
among others (GEODATA 2010). Figure 5 illustrates GDMS
Figure 5. Examples of GDMS (after GEODATA 2010)
The geotechnical group at Sungkyunkwan University led by the author has put a
considerable effort in incorporating IT into routine geotechnical design works. As a
first attempt, a Web-based tunnelling-induced building/utility damage assessment
system (TURISK) was developed and implemented to the Daegu Metro Subway Line 2
construction site in Korea (Yoo and Kim 2003). A novel feature of TURISK is an
ability to perform tunnelling-induced building/utility damage assessment on-line
(Figure 6). The developed system employs currently available first-order simplified
approaches for prediction of ground movements and assessment of risk of damage to
C. Yoo / Integration of IT into Routine Geotechnical Design 23
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adjacent buildings/utilities. An on-line engineering computing concept was employed
in TURISK so that any authorized user can have access to the system and perform an
assessment through the World Wide Web.
As a continuing effort put forward by the author, the concept of GIS-ANN coupled
approach (Yoo et al. 2002, 2004, 2005; Yoo and Kim 2007, 2009, 2010) has been
developed and implemented in the fields of tunnel and soft ground improvement design
works (Figure 7). The developed GIS-ANN coupled approach differs from the previous
GIS based systems in that generalized ANNs are embedded within a GIS framework
and used as computing engines to make relevant predictions for different design
scenarios. Such a coupled GIS-ANN approach allows added levels of complexity that
could not be accounted for in a conventional approach. More importantly, ANNs
interfaced to a GIS platform can be further updated when additional training data
become available. This approach can be an alternative to the conventional routine
design procedures that involve rather computationally intensive design process.
Detailed of the GIS-ANN approach will be presented later in this paper.
Figure 7. Examples of GIS-ANN based system (Yoo et al. 2005)
1.3. Virtual Reality - Visualization
Visualization of a vast amount of data is also an essential part of engineering decision
making process. A good example of innovative approach is visualization of results of
Figure 6. Examples of TURISK (after Yoo and Kim 2003)
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numerical simulation and filed measurements in a three-dimensional (3D) space in
tunnelling works using the virtual reality technique as demonstrated by Beer (2003). A
research group in Graz University of Technology led by Prof. Genot Beer has
developed a software, namely Tunnelling Visualization Software (TVS) that can
visualize fuzzy geological structures and shear bands or areas of plasticity based on
results of numerical simulation and measurements (Figure 8). TVS allows a user to
perform a virtual walk through a tunnel during which the user may observe different
results of numerical simulations and geological features. Such a VR technique is
expected to be more widely used in various geotechnical fields in the near future.
Figure 8. Illustration of TUV (after Beer 2003).
2. Integration of Numerical Simulation-ANN-GIS - a Concept
2.1. Artificial neural network as a prediction engine - application to tunnel design
practice
Current tunnel design practice adopts, in a broad sense, a rather empirically oriented
approach, especially for drill and blast tunnels. For example, the ground along a
proposed alignment is first classified into several general types using the rock mass
classification systems such as RMR (Bieniawski 1989) and Q-system (Grimstad and
Barton 1993) with due consideration of geologic features. Standard support patterns for
the general rock types are then selected as a preliminary design. The preliminary design
is then checked for its adequacy in meeting the design requirements in terms of tunnel
stability as well as impact on the surrounding environments by analyzing representative
sections along the entire route. Numerical analyses, i.e., finite element and/or finite
difference analyses, are usually adopted. Modifications to the preliminary design are
made if the proposed design does not meet the design requirements. Such a “design
and check” process is in fact time consuming due primarily to high computational
burden as the number of sections to be analyzed increases or an alternative route or
vertical alignment needs to be additionally examined.
Such a computational burden can be considerably reduced by adopting generalized
ANNs that are capable of providing relevant tunnel stability results compatible to those
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from a numerical analysis for a given design. This can be done by developing site
specific ANNs generalized by the results of a calibrated numerical model. The ANN-
based approach basically involves: (1) develop a database pertaining to tunneling
performance for a particular site using calibrated numerical models, (2) generalize
ANNs using the database, and (3) deploy the ANNs to the site for prediction. The
main advantage of the proposed approach is that ANNs, properly generalized by the
results of a series of numerical analyses appropriate to a given tunneling site, can make
tunneling performance related prediction for the entire route with minimal effort, but
with comparable degree of accuracy to numerical analyses. Another important
advantage is that the developed ANNs can always be updated to obtain better results by
presenting new training examples as new data become available. The basic concept of
the approach is given in Figure 9 for tunnelling. Such a concept can be easily extended
to a number of routine geotechnical design works.
Figure 9. Concept of GIS-ANN based approach
2.2. GIS-ANN coupled approach
When dealing with a design project which requires to cover a number of design
sections such as tunnelling and soft ground improvement projects, the design process
can be expedited by integrating site specific ANNs into a GIS platform to take
advantage of the GIS’s ability of data management and visualization. The GIS
platform is basically used as a shell to call upon external modules that perform
necessary design calculations for a given project site. For example, for a tunnel design
project, spatial information of important features such as tunnel, road, buildings, and
utilities are presented to the GIS platform as geo-database. Also presented to the GIS
are the information pertaining to the support patterns and the ground conditions
including stratigraphy and geotechnical properties at pre-defined transverse sections
perpendicular to the tunnel drive, spaced at a given interval, i.e., 5 m for example,
along the entire tunnel route. This information is also saved as part of the geo-database
and therefore can be easily modified when necessary. All the necessary calculations
are done in the GIS environment with the help of the ANNs integrated into the GIS.
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For the ANN prediction of tunneling performance, the information pertaining to the
input variables are automatically retrieved from the geo-database. The GIS-ANN
approach can in fact be used as a decision support tool for routine tunnel design works
(Yoo et al. 2002, 2004; Yoo and Kim 2007). Figure 9 illustrates the concept of the GIS-
ANN integrated approach. Details of the GIS-ANN integrated approach can be found
elsewhere (Yoo et al. 2004).
3. Implementation of GIS-ANN Combined Approach in Urban Tunnelling Design
Project
The aforementioned ANN-based approach was applied to an urban high speed railway
design project in Korea (Yoo and Kim 2007). A summary of the approach is given in
this section. More detailed information can be found in Yoo and Kim (2007)
3.1. Project definition
The high-speed railway tunnel design project involved the design of a 12.2 m diameter
tunnel over a length of 5.6 km under heavily populated urban environments. The cross
section of the excavation area ranges between 100~120 m
2
and the drill and blast
method is adopted as the primary excavation method. Figure 10 shows the plan layout
of the tunnel. As can be seen in Fig. 3, the tunnel runs across a heavily populated
urban area within which a number of old and historic buildings are present. The
ground at the site consists of a 5 to 30 m thick layer of miscellaneous fill material
including sand, gravel, and silty clay. Underlying the fill layer is a 1 to 50 m thick
alluvial deposit followed by a 2 to 20 m thick decomposed granitic soil layer underlain
by a 2 to 20 m thick weathered granitic rock layer. Below the weathered granite rock
layer is a soft to hard granitic rock layer having a deformation modulus ranging
between 8∼12 GPa. The ground along the tunnel route was classified into four general
types of Class I to IV based on the RMR classification. The upper two soil layers were
designated as Class V and VI. Eight different support patterns PD-1~PD-5 and PDS-5,
PDS-5-1, PDS-6, were used. A typical tunnel cross section is given in Figure 11.
Figure. 10. General layout of high-speed railway tunnel
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Figure 11. Schematic view of typical section analyzed
3.2. ANN development
A series of finite element analyses (FEAs) were carried out on a number of design
sections, representative of the tunneling conditions at the site, aiming at forming data
sets required for training ANNs. A total of 95 sections were carefully selected,
covering the aforementioned support patterns as well as the ground conditions.
Although the number of sections analyzed appears to be significant, a typical number
of sections required for analysis during a tunnel design project with a similar size to the
current project easily surpass this number when considering standard tunnel design
practice in Korea. A commercial finite element package Abaqus (Abaqus 2006) was
used for conducting stress as well as seepage analyses. The stress analyses were
conducted to form data sets pertaining to the tunnel and ground deformation, support
stresses, and the ground surface settlement, while the seepage analyses were conducted
to establish relationships between tunneling and its impact on water inflow and
drawdown.
Two ANN models were constructed; one for the stress-displacement prediction
(ANN-ST) and the other for the groundwater-related prediction (ANN-GW). For the
development of the ANNs, a commercial software package MATLAB
®
(Demuth and
Beale 1997) was used to simulate ANN operation. Note that the FEAs on the selected
95 sections basically yielded 95 data sets for the above items for prediction. Figures 12
and 13 show the performance of the ANNs for the training and validation sets. As seen
in these figures, excellent correlations between the ANN predictions and the target
values are apparent in all output variables, indicating that the predictive capability of
the ANN models for the validation sets is consistent with that of the training set. The
statistical parameters, although not shown here due to space limitation, also indicate
that the developed ANNs successfully generalize the relationships between the input
and output variables established by the FEA, and therefore warrant the application of
the developed ANNs to the prediction of tunneling performance for the site. Details of
the ANN development is given in Yoo and Kim (2007).
3.3. GIS-ANN based prediction
The developed ANNs were deployed to evaluate the appropriateness of the initial
design. In order to expedite the design check process the developed ANNs were
C. Yoo / Integration of IT into Routine Geotechnical Design28
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embedded into a geographical information system (GIS) platform to take advantage of
the GIS’s ability of data management and visualization. Commercial GIS software,
ArcGIS (ESRI 2004), was used as a platform for the proposed procedure. The trained
ANNs are embedded in a GIS platform using Visual Basic
TM
(MS VB.NET) scripts to
dynamically incorporate tunneling performance calculations in the GIS environment.
3.3.1 Tunnel stability evaluation
The results of the ANN prediction on the tunneling performance prediction are shown
in Figures 14 and 15 for the entire route in terms of the tunnel crown settlement and the
maximum shotcrete lining compressive stress, respectively. As seen in Figure 14,
ANN-ST estimated excessively large crown settlements in four sections toward the
northern end, i.e., stations 4km+500 ~ 4km+700, 4km+900 ~ 5km+200, and 5km+600
~ 5km+900 giving the maximum crown settlements in the range of 80-115 mm, well in
excess of the allowable limit of 50 mm. The maximum shotcrete lining compressive
stresses in these sections registered 13-22 MPa as shown in Figure 15, also well over
the allowable limit of 8.4 MPa, thus suggesting that the tunnel stability cannot be
assured with the selected support patterns in these regions. Note that the tunnel in
these regions runs through predominantly weak soil layers of Class V or VI with cover
depths less than 20 m.
0 20406080100
Computed by FEM (mm)
0
20
40
60
80
100
Predicted (mm)
(a) crown settlement
Training
0102030
Computed byFEM(mm)
0
10
20
30
Predic
t
ed
(
mm)
(b) convergence
Training
0102030
Computed byFEM (MPa)
0
10
20
30
Predic
t
ed
(
MPa)
(c) shotcrete compressive stress
Training
Figure 12. Comparison of computed versus predicted values for training: (a) crown settlement; (b)
convergence; and (c) shotcrete compressive stress
012345
Computed byFEM(l/min/100m)
0
1
2
3
4
5
Predicted (
l
/
min
/
100m)
(a) water inflow rate
Training
0 10203040
Computed by FEM (m)
0
10
20
30
40
Predicted (m)
(c) max. drawdown
Training
0 1020304050
Computed by FEM (mm)
0
10
20
30
40
50
Predicted (mm)
(a) max. surface settlement
Training
Figure 13. Comparison of computed versus predicted values for training: (a) max. surface settlement; (b)
water inflow rate; and (c) max. drawdown
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3.3.2 Tunneling impact assessment
Figure 16(a) presents the results of ground surface settlement prediction in the form of
assessment map provided by ArcGIS Spatial Analyst, an extension module for
visualization. Note that the settlement maps are in essence the contour plots of the
transverse surface troughs for pre-defined transverse sections spaced at an interval of 5
m obtained by ANN-ST together with the error function [Eq. (1)] approach proposed
by Peck (1969) and O’Reilly and New (1982).
⎟
⎟
⎠
⎞
⎜
⎜
⎝
⎛
−=
2
2
2
exp
2 i
y
i
V
S
s
v
π
(1)
The required parameters, the volume of settlement trough per unit distance of tunnel
advance,
s
V, or the maximum settlement,
max,vS, as well as i, the standard deviation of
the fitted error function for a given tunneling condition, are predicted by ANN-ST.
The assessment maps for the water inflow rate and the drawdown level are
presented in Figures 16(b) and 16(c), respectively. As noted, the regions 5km+370 ~
6km+900 were identified as being at high risk of excessive water inflow over
4 ml 100min// . The drawdown levels in stations 4km+940 ~ 5km+240 also registered
significant values, as great as 25 m, suggesting that additional ground settlements may
occur as a result of the reduction in pore pressures associated with the drawdown of
groundwater. In fact, these areas are characterized by relatively high groundwater table,
approximately 5 m below the ground surface, with a thick layer of alluvium having a
hydraulic conductivity on the order of 10
-4
m/s.
Figure 14. ANN prediction of crown settlement
Figure 15. ANN prediction of shotcrete lining stress
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The ANN predictions identified the regions required to modify the preliminary
support patterns to assure the tunnel stability. The support patterns in the four sections
toward the northern end, i.e., stations 4km+500 ~ 4km+700, 4km+900 ~ 5km+200, and
5km+600 ~ 5km+900, were raised to PDS-5, PDS-5-1, and PDS-6. Another run of
ANN predictions on the modified design yielded satisfactory results. The modified
design was further confirmed for its adequacy by analyzing the corresponding sections,
listed above, using Abaqus. The demonstrated design review process for the entire
tunnel route was done in a relatively short period of time with the help of the GIS-ANN
integrated approach.
Figure 16. Assessment maps for impact of tunneling
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4. Implementation of GIS-ANN Combined Approach in Soft Ground
Improvement Design Project
The developed GIS-ANN approach was also implemented to a soft ground
improvement project in Gwang-Yang area, located southern part of Korea. The project
site covers a reclaimed area covering 1,944,000m
2
. Figure 17 shows a location plan for
the site.
Figure 17. Location of project site
4.1. Project definition
The ground at the project site basically involves a 6 m thick dredged soft soil deposit
below which a 20 m thick original soft clay layer exists. The dredged material is silty
clay in nature with standard penetration blow count (N) less than 1 while the lower
original soft clay layer has N values ranging from 1~13. Below the soft clay layer is a
solid decomposed granitic rock layer having N values greater than 50 for 10 cm of
penetration. The geotechnical properties of the soil layers are available elsewhere (Yoo
et al. 2005).
4.2. Site specific ANNs
The same approach adopted in the tunnelling work was employed. Two ANNs were
constructed; one for consolidation settlement (ANN-Con) and the other for preloading
height (ANN-Pre). Input variables for the ANNs were selected with due consideration
typical design input parameters such as thickness of dredged layer, thickness of clay
layer, original ground level, and planned ground level. The training data sets required
for the ANNs training were obtained based on the results of a parametric study
performed using Abaqus on a number of cases representing design cases for the project
site.
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The results of the FE analyses were used to create a database describing
relationships between the input and output variables. After dividing the data into their
subsets, the data were preprocessed before introduced to the ANNs so that all variables
receive equal attention during training. This was done by scaling the output variables
to values between 0.0 and 1.0 so as to commensurate with the limits of the transfer
function (sigmoidal function) used in the output layer.
The ANNs were developed using the training data. Figure 18 shows the
performance of the ANNs for the training and validation sets. The predictive
performance of the optimal ANNs is summarized in Table 1 in terms of three statistical
parameters; the coefficient of determination (R
2
), the RMSE, and the mean absolute
error (MAE). As seen in Figure 18, excellent correlations between the ANN
predictions and the target values are apparent in all output variables. The statistical
parameters presented herein warrant that the developed ANNs are successfully
generalized for the relationships between the input and output variables established by
the FEA, warranting deployment of the developed ANNs to the project site.
Figure 18. Performance of developed ANNs
Table 1. Statistical performance of developed ANNs.
Type Preloading Ht. Settlement
Training 0.95 0.96
Testing 0.93 0.94 R2
Validation 0.91 0.98
Training 0.38 (m) 0.20 (m)
Testing 0.55 (m) 0.19 (m) RMSE
Validation 0.47 (m) 0.15 (m)
Training 0.54 (m) 0.40 (m)
Testing 0.67 (m) 0.41 (m) MAE
Validation 0.65 (m) 0.36 (m)

C. Yoo / Integration of IT into Routine Geotechnical Design 33
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

4.3. Prediction of optimum preloading height
As before, the developed ANNs were fully integrated into ArcGIS, taking advantage of
the highly customizable VBA environment as explained earlier. Figures 19 and 20
show the results in a contour form. A novel feature of the GIS-ANN approach is that a
designer can make necessary calculations for different design scenarios and
geotechnical design parameters. In addition, this approach can also be used during
construction to revise initial design when field measurement data become available,
thus making the decision process easier.
Figure 19. Visualization of predicted optimum preloading height
Figure 20. Visualization of predicted consolidation settlement
C. Yoo / Integration of IT into Routine Geotechnical Design34
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

5. Conclusions
In this paper, a review on the recent development in integration of IT into routine
geotechnical design/analysis process is given with emphasis on the GIS application. A
technique that combines the artificial neural network (ANN), the numerical analysis,
and the GIS is then introduced for use in routine geotechnical design. The proposed
approach involves the development of ANNs using a calibrated finite element model(s)
for use as a prediction tool and the use of GIS for visualization and analysis of spatial
distribution of the predicted results. A novel feature of the proposed approach is an
ability to expedite routine geotechnical design processes that otherwise require
significant time and effort in performing a series of numerical analyses for different
design scenarios. Two illustrative examples are given, in which the concept and details
of the proposed approach and its practical use in typical geotechnical design are
illustrated; one for an urban tunnelling design project and the other for a soft ground
improvement design project.
It is demonstrated that ANNs, when generalized using the results of FEA, can
make tunneling performance and consolidated related predictions with comparable
degrees of accuracy to that of FEA, but with a minimal effort. It is also demonstrated
that the integrated GIS-ANN approach can be effectively used as a decision making
tool in routine geotechnical design works
References
[1]Abaqus users manual-version 6.7, Hibbitt, Karlsson, and Sorensen, Pawtucket, Providence, R.I. 2006.
[2] N.O. Atto-Okine, Artificial Intelligence and Mathematical Methods in Pavement and Geomechanical
Systems, Proc. Int. Workshop on Artificial Intelligence and Mathematical Methods in Pavement and
Geomechanical Systems, Florida, USA, Balkema, 1998.
[3] G. Beer, Numerical simulation in tunnelling, Springer, New York, 2003.
[4] Z.T. Bieniawski, Engineering Rock Mass Classifications, Wiley, New York. 1989.
[5]Environmental Systems Research Institute (ESRI). Getting to know ArcGIS desktop, 2
nd
Ed., Redland,
Calif. 2004.
[6] H. Demuth, M. Beale, Neural Network Toolbox User’s Guide, The Mathworks Inc., Natic, USA, 1997.
[7]GEODATA Geoengineering Consultants. Website, 2010.
[8] E. Grimstad and N. Barton, Updating of the Q-system for NMT. Proc. International Symposium on
Sprayed Concrete, Fagernes, Norway, (1993), 46-66.
[9] H. Netzel and F.J. Kallberg, Numerical damage risk assessment studies on masonry structures due to
TBM-tunnelling in Amsterdam, Proceedings Geotechnical Aspects on Underground Construction in
Soft Ground, Tokyo, Japan, (1999), 235244.
[10] M.P. O'Reilly, B.M. New. Settlements above tunnels in the United Kingdon-their magnitude and
prediction.Proc. Tunnelling '82, Inst. Mining & Metallurgy, London. (1982), 173-188.
[11] R.B. Peck, Deep excavations and tunnelling in soft ground. State of the Art Report, Proc. 7th Int. Conf.
SMFE, Mexico City, State of the Art Volume. (1969), 225-290.
[12] M. Xie, T. Esaki, G. Zhou, and Y. Mitani, Geographical Information Systems-Based Three-Dimensional
Critical Slope Stability Analysis and Landslide Hazard Assessment, Journal of Geotechnical and
Geoenvironmental Engineering,129 (12), 2003, 1109-1118.
[13] M. Xie, T. Esaki, and M. Cai, GIS-BAsed Implementation of Three-Dimensional Limit Equilibrium
Approach of Slope Stability, Journal of Geotechnical and Geoenvironmental Engineering,132 (5),
(2006), 656-660.
[14] C. Yoo, Y.W. Jeon and B.S. Choi, IT-based tunnelling risk management system (IT-TURISK) –
Development and implementation. Tunnelling and Underground Space Technology,21(2) (2006), 190-
202.
[15] C. Yoo and J.H. Kim, A Web-based tunnelling-induced building/utility damage assessment system:
TURISK. Tunnelling and Underground Space Technology,18(5) (2003), 497-511.
C. Yoo / Integration of IT into Routine Geotechnical Design 35
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

[16] C. Yoo and J.M. Kim, Tunneling performance prediction using an integrated GIS and neural network.
Computers and Geotechnics 34(1),(2007), 19-30.
[17] C. Yoo, and J.W. Kim, GIS-ANN based soft ground improvement design-concept and implementation.
Proc. New Frontiers in Computational Geotechnics 2010, Zhang, Lin, Yahima (ed.), Pittsburgh, USA,
(2010), 145-148.
[18] C. Yoo, S.B. Kim, H.Y. Jung, and J.M. Kim, Tunnel Construction Risk Assessment for Seoul-Pusan
High-Speed Railway Contract 14-3 Tunnel Design Project, Report to Hyundai Engineering and
Construction Co., Ltd., (2004).
[19] C. Yoo, S.B. Kim, and H.Y. Jung, GIS-ANN based soft ground improvement design for Gwang-Yang
area, Report to ESCO Consultant, (2005).
[20] C. Yoo, J.H. Kim, Y.J. Park,, J.H. Yoo, A GIS-based tunneling-induced building/utility damage
assessment system-development. Proc. ITA World Tunneling Congress, (2003), Saveur (ed.),
Amsterdam, The Netherlands; (2002). , 1079-1087.
[21] C. Yoo, K. You, and I.J. Park, Development and Implementation of Knowledge-based Underground
Excavation Design System, Int. J. Geo-Engineering,1(2)(2010), 19-30.
C. Yoo / Integration of IT into Routine Geotechnical Design36
Information Technology in Geo-Engineering : Proceedings of the 1st International Conference (ICITG) Shanghai, edited by D. G. Toll,
Copyright © 2010. IOS Press, Incorporated. All rights reserved.

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y en lugar de
embadurmientos
y cerimonias
davan en las
conjunturas de
las manos por la
parte de fuera
cada nueve
golpezillos, y a
las niñas se les
dava una vieja,
vestida de un
habito de
plumas, que las
traia alli y por
esto la llamavan
Ixmol, la
allegadera.
Davanles estos
golpes para que
saliessen
espertos
officiales en los
officios de sus
padres y
madres. La
conclusion era
con buena
borrachera,
comidas las
offrendas, salvo
que es de creer
que aquella
devota vieja
allegaria con que
se emborachava
encasaporno
e12Ix
f13Men
g 1Cib
A 2Caban
b 3Ezanab
c 4Cauac
d 5Ahau
e 6Ymix
DECEMBER.
f 7Ik

MOL
en casa por no
perder la pluma
del officio en el
camino.
g 8Akbal
A 9Kan
E
n
est
e
me
s
tor
navan los
colmeneros a
hazer otra fiesta
como la que
hizieron en Tzec,
para que los
dioses
proveessen de
flores a las
avejas.
Una de las
cosas que estos
pobres tenian
por mas ardua y
difficultosa era
hazer idolos de
palo a la qual
llamavan hazer
dioses, y assi
tenian para
hazerlos
señalado tiempo
particular y era
este mes de Mol,
ootrosiel
b10Chicchan
c11Cimij
d12Manik
e13Lamat

o otro si el
sacerdote les
dezia bastava.
Los que los
querian pues
hazer
consultavan el
sacerdote
primero, y
tomando su
consejo, ivan al
official dellos, y
dizen se
escusavan
siempre los
officiales, porque
tenian se avian
ellos o algunos
de sus casas de
morir, o venirles
enfermedades
de
amortecimientos,
y acceptados
començavan los
chaces que para
esto tambien
elegian y el
sacerdote y el
oficial, a ayunar
sus ayunos. En
tanto que ellos
ayunavan, yva el
cujos idolos eran
o embiava por la
madera para
ellosalmontela
f 1Muluc
g 2Oc
A 3Chuen
b 4Eb
c 5Ben
d 6I

ellos al monte, la
qual era siempre
de cedro. Venida
la madera,
hazian una
casilla de paja
cercada donde
metian la
madera y una
tinaja para en
que echar los
idolos, y alli
tenerlos
atapados como
los fuessen
haziendo. Metian
encienso que
quemar a quatro
demonios,
llamados
Acantunes, que
metian y ponian
a las quatro
partes del
mundo. Metian
consque se sajar
o sacar sangre
de las orejas y la
erramienta para
labrar los negros
dioses, y con
estos adereços
se encerravan en
la casilla el
sacerdote y los
chaces y el
official y
d 6Ix
e 7Men
f 8Cib
g 9Caban
A10Ezanab
b11Cauac

CHEN
official, y
començavan su
labor de dioses,
cortandose a
menudo las
orejas y untando
con la sangre
aquellos
demonios y
quemandoles su
encienso, y assi
perseveravan
hasta que los
acabavan
dandoles de
comer y lo
necessario cuyos
eran, y no
havian de
conocer sus
mugeres ni por
pienso ni aun
llegar nadie a
aquel lugar
donde ellos
estavan.
c12Ahau
d13Ymix
e 1Ik
f 2Akbal
g 3Kan
A 4Chicchan
b 5Cimij
c 6Manik

d 7Lamat
e 8Muluc
f 9Oc
g10Chuen
A11Eb

§ XL.—Ici commence
le calendrier romain
et yucatèque.
1ᵉʳJanvier.XIIbÉn.
10ᵉ jour du mois
ChÉn
[177]
.
Suivant ce qu’ils
disaient, ils
travaillaient dans
une grande crainte,
à former les dieux.
Une fois que les
idoles étaient
achevées et
perfectionnées,
celui qui en était le
possesseur faisait à
ceux qui les avaient
modelées un
présent, le meilleur
possible, d’oiseaux,
de gibier et de
monnaie, afin de
payer leur travail.
On enlevait les
idoles de la cabane
où elles avaient été
fabriquées, et on les
portait dans une
autre cabane en
feuillages, érigée à
ce dessein dans la
cour, où le prêtre
lesbénissaitavec
2 — XIIIóñ.
3 — ImÉn.
4 — IIcáb.

les bénissait avec
beaucoup de
solennité et de
ferventes prières,
les artistes s’étant
nettoyés
préalablement de la
suie dont ils
s’étaient frottés, en
signe de jeûne,
disaient-ils, pour
tout le temps qu’ils
restaient à l’œvre.
Ayant ensuite
chassé le mauvais
esprit, comme à
l’ordinaire, et brûlé
de l’encens béni, ils
plaçaient dans une
corbeille les
nouvelles images,
enveloppées d’un
linge, et les
remettaient à leur
possesseur, qui les
recevait avec
beaucoup de
dévotion. Le bon
prêtre prêchait
ensuite aux artistes
quelques instants
sur l’excellence de
leur profession,
celle de faire des
dieux nouveaux, et
sur le danger qu’il y
auraitpoureuxd’y
5 — IIIcaban.
6 — IVÉzanab .
7 — Vcauac.
8 — VIahau.
9 — VIIómáñ.
10 — VIIIáâ.

aurait pour eux dy
travailler sans
garder les préceptes
de l’abstinence et
du jeûne. A la suite
de tout cela, ils
prenaient ensemble
un repas abondant
et buvaient encore
mieux.
11 — IXaâbal.
12 — Xâan.
1ᵉʳ jour du mois
Yañ.
Quel que fût celui
des deux mois Chen
et Yax dont le
prêtre signalait le
jour, ils célébraient
une fête appelée
Ocna, ce qui veut
dire rénovation du
temple en honneur
des Chac, qu’ils
regardaient comme
les dieux des
champs. Dans cette
fête, ils consultaient
les pronostics des
Bacab, ainsi qu’il
est dit plus au long
aux chapitres cñááá,
cñáááá, cñî et
cñîá
[178]
, et suivant
l’ordre déjà y
mentionné. Ils
célébraient cette
fêtechaqueannée
13 — XIchácchan .
14 — XIIcámá.
15 — XIIImanáâ.
16 — Ilamat.
17 — IImuluc.
18 — IIIçc.
19 — IVchuÉn.
20 — VÉb.

fête chaque année.
En outre, ils
renouvelaient alors
les idoles de terre
cuite et leurs
brasiers; car il était
d’usage que chaque
idole eût son petit
brasier où l’on
brûlait son encens,
et, si on le trouvait
nécessaire, on lui
bâtissait une
maison nouvelle, ou
bien on la
renouvelait, en
ayant soin de placer
dans le mur
d’inscription
commémorative de
ces choses, écrite
dans leurs
caractères
[179]
.
21 — VIbÉn.
22 — VIIóñ.
23 — VIIImÉn.
24 — IXcáb.
25 — Xcaban.
26 — XIÉzanab .
27 — XIIcauac.
28 — XIIIahau.
29 — Iómáñ.
Ici commence le
comput du
calendrier des
Indiens, disant dans
leur langue Hun
Ymix.
30 — IIáâ.
31 — IIIaâbal.
1ᵉʳFévrier.IVâan.
1ᵉʳ jour du mois
Zac.
En un des jours
de ce mois Zac, que
le prêtre signalait,
les chasseurs
2 — Vchácchan .
3 — VIcámá.

célébraient une
autre fête, comme
celle qu’ils avaient
célébrée au mois
Zip. Celle-ci avait
lieu actuellement,
afin d’apaiser le
courroux des dieux
contre eux et leurs
semailles, à cause
du sang qu’ils
répandaient durant
la chasse; car ils
regardaient comme
chose abominable
toute effusion de
sang, en dehors de
leurs sacrifices
[180]
:
aussi n’allaient-ils
jamais à la chasse,
sans auparavant
invoquer leurs
idoles et leur brûler
de l’encens; et s’ils
le pouvaient
ensuite, ils leur
barbouillaient le
visage du sang de
leur gibier.
4 — VIImanáâ.
5 — VIIIlamat.
6 — IXmuluc.
7 — Xçc.
8 — XIchuÉn.
9 — XIIÉb.
10 — XIIIbÉn.
11 — Ióñ.
12 — IImÉn.
13 — IIIcáb.
14 — IVcaban.
15 — VÉzanab .
16 — VIcauac.
17 — VIIahau.
Quelque jour que
tombât ce septième
Ahau, ils célébraient
une fort grande
fête, qui se
continuait pendant
tij d

trois jours, avec des
encensements, des
offrandes et une
orgie assez
respectable; mais
comme c’était une
fête mobile, les
prêtres avaient soin
de la publier
d’avance, afin que
chacun pût jeûner,
selon son devoir.
18 — VIIIómáñ.
19 — IXáâ.
20 — Xaâbal.
21 — XIâan.
1ᵉʳ jour du mois
CÉh.
22 — XIIchácchan .
23 — XIIIcámá.
24 — Imanáâ.
25 — IIlamat.
26 — IIImuluc.
27 — IVçc.
28 — VchuÉn.
1ᵉʳMars. VIÉb.
2 — VIIbÉn.
3 — VIIIóñ.
4 — IXmÉn.
5 — Xcáb.
6 — XIcaban.
7 — XIIÉzanab .
8 — XIIIcauac.
9 — Iahau.
10 — IIómáñ.
11 — IIIáâ.
12 — IVaâbal.
1ᵉʳjourdumois

13 — Vâan.
1 jour du mois
Mac.
L’un ou l’autre
jour de ce mois
Mac, les gens âgés
et la plupart des
vieillards célébraient
une fête aux Chac,
dieux de
l’abondance, ainsi
qu’à Yzamma.
Quelques jours
auparavant, ils
faisaient la
cérémonie suivante,
qu’ils appelaient
dans leur langue
Tuppkak
[181]
. Ayant
réuni tous les
animaux, reptiles et
bêtes dans les
champs qu’ils
avaient pu trouver
dans le pays, ils
s’assemblaient dans
la cour du temple,
les Chac
[182]
avec
le prêtre prenant les
coins, pour chasser
le mauvais esprit,
suivant l’usage,
chacun d’eux ayant
à côté de lui une
cruche remplie
d’eau qu’on lui
apportait. Debout,
14 — VIchácchan .
15 — VIIcámá.
16 — VIIImanáâ.
17 — IXlamat.
18 X
muluc

pp ,
au centre, se
trouvait un énorme
fagot de bois menu
et sec, auquel ils
mettaient le feu,
après avoir jeté de
l’encens dans le
brasier: tandis que
le bois brûlait, ils
arrachaient à l’envi
le cœur aux
animaux et aux
oiseaux et les
jetaient dans le feu.
S’ils avaient été
dans l’impossibilité
de prendre de
grands animaux du
genre des tigres,
des lions ou des
caïmans, ils en
imitaient les cœurs
avec de l’encens;
mais s’ils les
avaient, ils leur
arrachaient
également le cœur
pour le livrer au feu
et le brûler. Aussitôt
que tous ces cœurs
étaient consumés,
les Chac éteignaient
le feu avec l’eau
contenue dans les
cruches. Le but de
ce sacrifice et de la
18 — Xmuluc.
19 — XIçc.
20 — XIIchuÉn.
21 — XIIIÉb.
22 — IbÉn.
23 — IIóñ.

fête suivante était
d’obtenir ainsi de
l’eau en abondance
pour leurs
semailles, durant
l’année. Ils
célébraient toutefois
cette fête d’une
manière différente
des autres; car,
pour celle-ci, ils ne
jeûnaient point, à
l’exception du
bedeau de la
confrérie qui faisait
pénitence. Au jour
convenu pour la
célébration, tout le
peuple se réunissait
avec le prêtre et les
officiers dans la
cour du temple, où
on avait érigé une
plate-forme en
pierre, avec des
degrés pour monter,
le tout bien propre
et orné de feuillage.
Le prêtre donnait
de l’encens préparé
d’avance au bedeau
qui le brûlait dans le
brasier, ce qui
suffisait pour
chasser le mauvais
esprit. Cela terminé,
24 — IIImÉn.
25 — IVcáb.
26 — Vcaban.
27 — VIÉzanab .
28 — VIIcauac.

p ,
avec la dévotion
accoutumée, ils
frottaient le premier
degré de la plate-
forme avec de la
vase du puits ou de
la citerne, et les
autres avec de la
couleur bleue; ils
l’encensaient à
plusieurs reprises et
invoquaient les
Chac avec des
prières et des
cérémonies, leur
offrant des dons. En
finissant, ils se
réjouissaient,
mangeant et buvant
les oblations, pleins
de confiance dans
le résultat de leurs
rites et de leurs
invocations pour
cette année.
29 — VIIIahau.
30 — IXómáñ.
31 — Xáâ.
1ᵉʳAvril. XIaâbal.
2 — XIIâan.
1ᵉʳ jour du mois
Kanâán.
3 — XIIIchácchan .
4 — Icámá.
5 — IImanáâ.
6 — IIIlamat.
7 — IVmuluc.
8 — Vçc.
9 — VIchuÉn.
10 VII
Éb

10 — VIIÉb.
11 — VIIIbÉn.
12 — IXóñ.
13 — XmÉn.
14 — XIcáb.
15 — XIIcaban.
16 — XIIIÉzanab .
17 — Icauac.
18 — IIahau.
19 — IIIómáñ.
20 — IVáâ.
21 — Vaâbal.
22 — VIâan.
1ᵉʳ jour du mois
Muan.
Au mois Muan,
les propriétaires de
plantations de
cacao célébraient
une fête en
l’honneur des dieux
Ekchuah, Chac et
Hobnil, qui étaient
leurs patrons
[183]
:
ils allaient pour la
solenniser à la
métairie de l’un
d’entre eux, où ils
sacrifiaient un
chien, portant une
tache de couleur
cacao. Ils brûlaient
de l’encens à leurs
idoles, leur offraient
des iguanes; de
cellesquisont
23 — VIIchácchan .
24 — VIIIcámá.
25 — IXmanáâ.
26 — Xlamat.
27 — XImuluc.
28 — XIIçc.
29 — XIIIchuÉn.
30 — IÉb.

celles qui sont
bleues, des plumes
d’un oiseau
particulier, ainsi que
diverses sortes de
gibier; ils donnaient
à chacun des
officiers une
branche avec le
fruit du cacao. Le
sacrifice terminé, ils
se mettaient à
manger et à boire
les oblations; mais
on dit qu’on ne
permettait à chacun
de boire que trois
coupes de leur vin,
et qu’ils n’en
apportaient que
juste la quantité
nécessaire. Ils se
rendaient ensuite à
la maison de celui
qui faisait les frais
de la fête, où ils se
divertissaient
ensemble.
1ᵉʳMai. IIbÉn.
2 — IIIóñ.
3 — IVmÉn.
4 — Vcáb.
5 — VIcaban.
6 — VIIÉzanab .
7 — VIIIcauac.
8 — IXahau.
9 — Xómáñ.
10 — XIáâ.
11 — XIIaâbal.
12 — XIIIâan.
1ᵉʳ jour du mois
Pañ.
Au mois Pax ils
célébraient une fête
nommée Pacum-
Chac, à l’occasion
de laquelle les
seigneurs et les

segeusetes
prêtres des
bourgades
inférieures
s’assemblaient avec
ceux des villes plus
importantes; ainsi
réunis, ils passaient
dans le temple de
Cit-Chac-Coh
[184]
cinq nuits en
prières, présentant
leurs offrandes avec
de l’encens, comme
on a vu qu’ils le
faisaient à la fête
de Kukulcan, au
mois Xul, en
novembre. En
commençant des
cinq jours, ils se
rendaient tous
ensemble à la
maison du général
de leurs armées, du
titre de Nacon, dont
j’ai traité au
chapitre cá
[185]
. Ils
le portaient en
grande pompe,
l’encensant comme
une idole jusqu’au
temple où ils
l’asseyaient et lui
brûlaient des
parfums de la
même manière
13 — Ichácchan .
14 — IIcámá.
15 — IIImanáâ.

même manière
qu’aux dieux. Ils
passaient ainsi cinq
jours, mangeant et
buvant les oblations
que l’on présentait
au temple, et ils
exécutaient un
ballet assez
semblable à un
grand pas de
guerre, auquel ils
donnaient dans leur
langue le nom de
Holkan-Okot, ce qui
veut dire danse des
guerriers. Passé les
cinq jours, tout le
monde venait à la
fête qui, pour
concerner les
choses de la guerre
et dans l’espoir
d’obtenir la victoire,
était fort solennelle.
Ils commençaient
par les cérémonies
et les sacrifices du
feu, dont j’ai parlé
au mois Mac.
Ensuite, ils
chassaient, comme
de coutume, le
démon avec
beaucoup de
solennité. Cela
terminé on
16 — IVlamat.
17 — Vmuluc.
18 — VIçc.

terminé, on
recommençait les
prières, les
offrandes et les
encensements.
Tandis que toutes
ces choses allaient
leur train, les
seigneurs et ceux
qui les avaient
accompagnés
chargeaient de
nouveau le Nacon
sur leurs épaules et
le portaient
processionnellement
autour du temple. A
leur retour, les Chac
sacrifiaient un
chien, en lui
arrachant le cœur,
qu’ils présentaient à
l’idole entre deux
plats; chacun d’eux
brisait ensuite une
grande cruche
remplie de boisson,
avec quoi s’achevait
la fête. Tous ensuite
mangeaient et
buvaient les
offrandes qu’on
avait apportées, et
on reportait le
Nacon avec
beaucoup de
solennitémaissans
19 — VIIchuÉn.
20 — VIIIÉb.
21 — IXbÉn.

solennité, mais sans
aucun encens, chez
lui.
Là avait lieu un
grand festin où
seigneurs, nobles et
prêtres s’enivraient
à qui mieux mieux,
à l’exception du
Nacon qui restait
sobre, tandis que la
foule s’en retournait
d’où elle était
venue. Le
lendemain, après
qu’ils avaient cuvé
leur vin, les
seigneurs et les
prêtres, qui étaient
restés dans la
maison du général,
à la suite de l’orgie,
recevaient de sa
main de grands
présents d’encens
qu’il avait préparé à
cet effet et fait
bénir par ces
prêtres bénoits.
Dans cette réunion,
il leur faisait à tous
un long discours et
leur recommandait
avec componction
les fêtes qu’ils
devaient célébrer en
22 — Xáñ.
23 — XImÉn.
24 — XIIcáb.

l’honneur des dieux
dans leurs
bourgades, afin
d’en obtenir une
année prospère et
abondante. Le
sermon terminé,
tous prenaient
congé les uns des
autres avec
beaucoup de
tendresse et de
bruit et chacun
reprenait le chemin
de sa commune et
de sa maison. Ils s’y
occupaient de la
célébration de leurs
fêtes qui duraient
quelquefois, suivant
les circonstances,
jusqu’au mois de
Pop. Ils donnaient à
ces fêtes le nom de
Zabacil-Than, et
voici comment ils
les solennisaient. Ils
cherchaient dans la
commune ceux qui,
comme les plus
riches, étaient les
plus en état de faire
les frais de la fête
et la leur
recommandaient au
jour signalé; parce
25 — XIIIcaban.
26 — IÉzanab .
27 — IIcauac.

qu’on avait
davantage de.....
durant ces trois
mois qui restaient
jusqu’à l’année
naturelle. Ce qu’ils
faisaient alors
c’était de se réunir
dans la maison de
celui qui célébrait la
fête, après avoir fait
la cérémonie de
chasser le mauvais
esprit. On brûlait du
copal, on présentait
des offrandes avec
des réjouissances et
des danses, après
quoi on avalait
quelques cruches
de vin, ce qui était
toujours le fond de
la fête. Tels étaient
d’ailleurs les excès
auxquels ils se
livraient durant ces
trois mois, que cela
faisait peine à voir:
les uns s’en allaient
tout couverts
d’égratignures ou
de contusions, les
autres les yeux
enflammés de la
quantité de
liqueurs, dont ils
28 — IIIahau.
29 — IVómáñ.
30 — Váâ.
31 — VIaâbal.

s’abreuvaient, et
avec cette passion
pour le vin ils s’y
ruinaient
entièrement.
31 VIaâbal.
1ᵉʳJuin. VIIâan.
1ᵉʳ jour du mois
Kaóab.
2 — VIIIchácchan .
3 — IXcámá.
4 — Xmanáâ.
5 — XIlamat.
6 — XIImuluc.
7 — XIIIçc.
8 — IchuÉn.
9 — IIÉb.
10 — IIIbÉn.
11 — IVáñ.
12 — VmÉn.
13 — VIcáb.
14 — VIIcaban.
15 — VIIIÉzanab .
16 — IXcauac.
17 — Xahau.
18 — XIómáñ.
19 — XIIáâ.
20 — XIIIaâbal.
21 — Iâan.
1ᵉʳ jour du mois
Cumâu.
22 — IIchácchan .
23 — IIIcámá.
24 — IVmanáâ.
25 — Vlamat.
26 — VImuluc

26 — VImuluc.
27 — VIIçc.
28 — VIIIchuÉn.
29 — IXÉb.
30 — XbÉn.
1ᵉʳJuillet.XIóñ.
2 — XIImÉn.
3 — XIIIcáb.
4 — Icaban.
5 — IIÉzanab .
6 — IIIcauac.
7 — IVahau.
8 — Vómáñ.
9 — VIáâ.
10 — VIIaâbal.
On a dit, dans les
chapitres
précédents, que les
Indiens
commençaient leurs
années par ces
jours sans nom, en
s’y préparant dans
les veilles à célébrer
la fête de l’année
nouvelle. Outre la
fête qu’ils faisaient
au dieu U-vayeyab,
à raison duquel
seulement ils
sortaient de chez
eux, ils
solennisaient
surtout ces cinq
jours, en quittant
peu l’intérieur de
leurs maisons
11 — VIIIâan.

leurs maisons,
excepté pour aller
présenter, en outre
des offrandes faites
en commun,
diverses bagatelles
à leurs dieux et
dans les autres
temples. Ils
n’employaient
jamais ensuite à
leur usage
particulier les
bagatelles qu’ils
offraient aux idoles,
mais ils en
achetaient de
l’encens pour le
brûler. Ils ne se
peignaient ni ne se
lavaient durant ces
jours: ni hommes ni
femmes ne
s’épouillaient; ils ne
faisaient aucune
œuvre servile ni
fatigante, de peur
qu’il leur en arrivât
quelque
malheur
[186]
.
12 — IXchácchan .
13 — Xcámá.
14 — XImanáâ.
15 — XIIlamat.
COMMENCEMENT DE L’ANNÉE MAYA.
1ᵉʳ jour du mois
Pçé.
Lepremierjour

16 — XIIâan.
Le premier jour
de Pop commençait
le premier mois de
ces Indiens; c’était
le jour de leur
année nouvelle et
celui d’une fête fort
solennelle chez eux;
car elle était
générale, tous y
prenaient part et
tout le peuple se
réunissait pour fêter
tous les dieux. Pour
la célébrer avec
plus d’ostentation,
ils renouvelaient ce
jour-là tous les
objets dont ils se
servaient, tels que
plats, coupes,
piédestaux, paniers,
vieux habits et
étoffes avec
lesquelles ils
enveloppaient leurs
idoles. Ils balayaient
leurs maisons et
allaient jeter le tout
avec l’ordure et les
vieux ustensiles à la
voirie, en dehors de
la localité, et nul, en
eût-il eu le plus
grand besoin, n’eût
osé y toucher. Pour
seprépareràcette
17 — XIIIchácchan .
18 — Icámá.

se préparer à cette
fête, les princes et
les prêtres, ainsi
que la noblesse,
commençaient par
jeûner et s’abstenir
préalablement de
leurs femmes, ce
que faisaient
également ceux qui
voulaient montrer
leur dévotion, et ils
y donnaient tout le
temps qu’ils
jugeaient à propos;
car il y en avait qui
s’y prenaient trois
mois à l’avance,
d’autres deux,
d’autres à leur
fantaisie, autant
qu’il leur plaisait,
quoique jamais
moins de treize
jours. A ces treize
jours d’abstinence
de leurs femmes, ils
ajoutaient celle de
ne prendre avec
leurs mets ni sel, ni
piment, ce qu’ils
regardaient comme
une grande
pénitence. C’est
dans cet intervalle
qu’ils faisaient
l’élection des
19 — IImanáâ.
20 — IIIlamat.
21 — IVmuluc.

lélection des
officiers Chac qui
aidaient le prêtre:
celui-ci leur
préparait une
grande quantité de
petites boules
d’encens frais sur
des planchettes que
les prêtres avaient à
cet effet, afin que
les jeûneurs et les
abstinents pussent
les brûler en
l’honneur de leurs
idoles. Ceux qui
avaient une fois
commencé cette
pénitence se
gardaient bien de la
rompre, persuadés
qu’ils étaient qu’il
leur arriverait de
cette infraction
quelque calamité
soit à eux-mêmes,
soit à leurs
maisons.
Le jour du nouvel
an arrivé, tous les
hommes
s’assemblaient dans
la cour du temple,
mais seuls: car, en
aucune occasion, si
la fête ou le
éé
22 — Vçc.
23 — VIchuÉn.
24 — VIIÉb.
25 — VIIIbÉn.

sacrifice se célébrait
dans le temple, les
femmes ne
pouvaient y assister,
à l’exception des
vieilles qui y
venaient pour leurs
danses
particulières; mais
dans les différentes
autres fêtes qui
avaient lieu ailleurs,
les femmes avaient
la faculté de se
présenter. Dans la
circonstance
actuelle, les
hommes venaient
propres et ornés de
leurs peintures et
de leurs couleurs,
après s’être
débarbouillés de la
suie dont ils
s’étaient recouverts
pendant le temps
de leur pénitence.
Tous étant réunis
avec les offrandes
de mets et de
boissons qu’on avait
apportés et une
grande quantité de
vin, nouvellement
fermenté, le prêtre
purifiait le temple et
26 — IXóñ.
27 — XmÉn.
28 — XIcáb.

s’asseyait au milieu
de la cour, vêtu de
pontifical, ayant à
côté de lui un
brasier et les
planchettes à
encens. Les Chac
prenaient place aux
quatre coins,
étendant de l’un à
l’autre un cordon
neuf, au centre
duquel devaient
entrer tous ceux qui
avaient jeûné, afin
de chasser le
mauvais esprit,
comme je l’ai dit au
chapitre ñcîá.
L’esprit malin une
fois expulsé, tous se
mettaient à prier
dévotement, tandis
que les chaces
tiraient le feu
nouveau: ils
brûlaient de
l’encens aux idoles,
le prêtre
commençant le
premier à jeter le
sien dans le brasier;
toute l’assemblée le
suivait, les
seigneurs se
présentant d’abord,
29 — XIIcaban.
30 — XIIIÉzanab .
31 — Icauac.

chacun suivant son
rang, pour recevoir
les boulettes
d’encens de la main
du prêtre, qui le
leur mettait dans
les mains avec
autant de gravité et
de dévotion, que s’il
leur eût donné des
reliques; puis, l’un
après l’autre, les
jetaient lentement
dans le brasier,
attendant qu’il eût
achevé de brûler. A
la suite de cette
cérémonie, ils
mangeaient entre
tous les oblations et
les présents de
vivres, en buvant le
vin qui allait son
train, comme
toujours, jusqu’à ce
qu’ils eussent
terminé. C’était là
leur fête de l’an
neuf et la solennité
avec laquelle ils
croyaient se rendre
parfaitement
agréables aux
idoles. Dans le
courant de ce mois
Pop, il y avait aussi
1ᵉʳAoût. IIahau.
2 — IIIómáñ.
3 — IVáâ.

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Information Technology In Geoengineering Proceedings Of The 1st International Conference Icitg Shanghai 1st Edition D G Toll H Zhu X Li

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