analysis of a pipe arch culvert subjected to exceptional live loaiy

161 Pages·2007·9.28 MB·English

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~XPERIMENTAL AND NUMERICAL
ANALYSIS OF A PIPE ARCH CULVERT SUBJECTED
TO EXCEPTIONAL LIVE LOAIY
A Thesis Presented to
The Faculty of the College of Engineering and Technology
Ohio University
Athens, Ohio
In Partial Fulfillment
of the Requirementsfor the Degree
Master of Science in Civil Engineering
by
Devarajan ~helliat;'
March, 1992
This thesis has been approved
for the Department of Civil Engineering
and the College of
Engineering and Technology
Russ Professertif Civil Enginee
Dean of the College of
Engineering and Technology
11
ABSTRACT
A full-scale field test was conducted to determine the response of a corrugated
metal pipe arch culvert for the exceptional live load. The design span and rise of the culvert
were 15 feet 8 inches and 9 feet 6 inches respectively. The cover for the first and second
day of testing were approximately 7.5 feet and 3 feet respectively. Position transducer and
strain gage techniques were used to measure the deflection and strains. Data was collected
by using computer controlled data acquisition system. A tape extensometer was used to
determine the shape of the culvert before and after the testing. Exceptional live load was
applied through the two seven inch diameter piston rod hydraulic cylinders. They had a
capacity of 230 tons and connected to a hydraulic control unit for simultaneous operation.
A total of three loading sequences were applied, one on the first day and two on the
second day.
The ultimate load carrying capacity of this type of culvert under 3 feet cover was
determined to be 100 tons approximately. Maximum vertical deflection of 6.989 inches
occured at the crown point during the third loading sequence. During the first sequence the
magnitude of moment and thrust was insignificant. In the first loading sequence symmetric
nature prevailed in the culvert response. No section exceeded its ultimate moment capacity
of 3.745 kips-ft/ft, During the second and third loading sequences of only section four
exceeded its plastic moment capacity and formed a plastic hinge. The formation of creases
at both sides of the instrumented section were reported. The slip occured at a bolted
connection near to the crown was also reported.
A numerical analysis was done using the CANDE finite element program.
Parameters for Duncan's hyperbolic model were derived from the triaxial tests conducted
using the undisturbed soil samples from the field. The numerical predictions were
compared with the field response. Although the magnitude didn't agree well an identical
trend was observed between the numerical simulations and the field results.
iii
ACKNOWLEDGEMENTS
I would like to express my sincere appreciation and gratitude to Dr. Shad M. Sargand
for his instructive guidance and supervision that made this research work possible. I would
also like to thank him for supporting me during my entire stay in Athens.
I would like to thank Dr. Glenn A. Hazen for his helpful suggestions and constructive
criticism. I am deeply indebted to Mr. Teruhisa Masada for the long hours of tireless work
that he put in from the beginning to the end of this project.
I am also grateful to all the students and technicians who were responsible for the
experimental set-up and data acquisition.
Funding for this project was provided through a research grant from the Ohio
Department of Transportation.
IV
TABLE OF CONTENTS
Abstract iii
Acknowledgements iv
Table of Contents v
List of Tables ~ vii i
LI·st 0 f Fi' gures I·X
Chapter 1
INTRODUCTION
1.1 GENERAL STATEMENT 1
1.2 OBJECTIVES 2
1.3 OUTLINE OF RESEARCH 2
1.4 ~I11ERA~~V~~ 3
Chapter 2
PIPE ARCH CULVERT AND FIELD INSTRUMENTATION
2.1 GENERAL 6
2.2 DESCRIPTION OF PIPE ARCH CULVERT AND BACKFILL
~TERIAL 7
2.3 ~IVE~OADAPPLICATION SYSTEM I0
2.4 FIELD INSTRUMENTATION OF PIPE ARCH CULVERT 17
v
Chapter 3
MEASUREMENT OF CULVERT DEFORMATION
3.1 OVERVIEW OF DEFORMATION MEASUREMENT 24
3.2 TAPE EXTENSOMETER MEASUREMENTS 24
3.3 POSITION TRANSDUCER MEASUREMENTS 30
3.4 DISCUSSION 64
Chapter 4
MEASUREMENT OF PLATE FORCES
4.1 INTRODUCTION 66
4.2 REDUCfION OF STRAINS TO AXIAL THRUST AND BENDING
MOMENf 66
4.3 ANALYSIS OF RESULTS 68
4.4 PLASTIC MOMENT CAPACI1'Y 107
4.5 FORMATION OF PLASTIC HINGES AND CREASES I07
Chapter 5
FINITE ELEMENT ANALYSIS
5.1 INTRODUCTION 114
5.2 CANDE BACKGROUND 115
5.2.1 SOLUTION LEVEL 115
5.2.2 PIPE TyPES 115
5.2.3 ELEMENT TyPES 116
5.2.4 SOIL MODEL 116
vi
5.3 FIELD SOIL SAMPLING WORK 116
5.4 lABORATORY SOIL TESTING METHOD ll?
5.5 RECOMMENDED SOIL PARAMETERS 119
5.6 FINITE ELEMENT SIMULATION 119
5.7 DISCUSSION 128
Chapter 6
CONCLUSIONS AND RECOMMENDATIONS
6.1 SUMMARY AND CONCLUSIONS 143
6.2 RECOMMENDATIONS 144
REFERENCES 146
vii
LIST OF TABLES
Chapter 2
Table 2.1 Characteristics of pipe arch culverts 9
Table 2.2 Soil boring data for test hole #1 11
Table 2.3 Soil boring data for test hole #2 12
Table 2.4 Live load application-First day l 7
Table 2.5 Live load application-Second day 18
Chapter 3
Table 3.1 Results of initial triangulation measurements 27
Table 3.2 Results of final triangulation measurements 28
Table 3.3 Initial tape measurement data 32
Table 3.4 Final tape measurement data 33
Table 3.5 Co-ordinates of position transducer wire at it's base 35
Table 3.6 Change of angle on position transducer wire during the experiment. .. 36
Chapter 4
Table 4.1 Computed axial thrust 70
Table 4.2 Computed bending moment 71
Table 4.3 Yield stress reached during failure tests 11()
Table 4.4 Location and length of creases detected 111
Chapter 5
Table 5.1 Basic information on triaxial tests 118
Table 5.2 Duncan's hyperbolic soil model parameters 120
Table 5.3 A summary of material parameters 121
Table 5.4 Load factor (K4) for various cover depths and loading conditions 124
viii
LIST OF FIGURES
Chapter 2
Figure 2.1 Geometry of pipe arch culvert 8
Figure 2.2 Locations of test soil borings 10
Figure 2.3 Live load application system (view parallel to roadway) 13
Figure 2.4 Live load application system (view perpendicular to roadway) 14
Figure 2.5 Field picture of live load system 15
Figure 2.6 System used for cross-sectional shape and deflection
measurements 20
Figure 2.7 Typical installation of biaxial strain gages 22
Chapter 3
Figure 3.1 Measurements for cross-sectional shape determination 25
Figure 3.2 Final cross-sectional shape at center location 29
Figure 3.3 Types of tape measurements taken 31
Figure 3.4 Deflection of monitoring point #1 during first load sequence ~37
Figure 3.5 Deflection of monitoring point #2 during first load sequence 38
Figure 3.6 Deflection of monitoring point #3 during first load sequence 39
Figure 3.7 Deflection of monitoring point #4 during first load sequence 40
Figure 3.8 Deflection of monitoring point #5 during first load sequence 41
Figure 3.9 Deflection of monitoring point #6 during first load sequence 42
Figure 3.10 Deflection of monitoring point #7 during first load sequence 43
Figure 3.11 Deflection of monitoring point #8 during first load sequence 44
Figure 3.12 Deflection of monitoring point #9 during first load sequence 45
Figure 3.13 Deflection of monitoring point #1 during second load sequence 46
Figure 3.14 Deflection of monitoring point #2 during second load sequence 47
Figure 3.15 Deflection of monitoring point #3 during second load sequence 48
Figure 3.16 Deflection of monitoring point #4 during second load sequence 49
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Figure 3.17 Deflection of monitoring point #5 during second load sequence 50
Figure 3.18 Deflection of monitoring point #6 during second load sequence 51
Figure 3.19 Deflection of monitoring point #7 during second load sequence 52
Figure 3.20 Deflection of monitoring point #8 during second load sequence 53
Figure 3.21 Deflection of monitoring point #9 during second load sequence 54
Figure 3.22 Deflection of monitoring point #1 during third load sequence 55
Figure 3.23 Deflection of monitoring point #2 during third load sequence 56
Figure 3.24 Deflection of monitoring point #3 during third load sequence 57
Figure 3.25 Deflection of monitoring point #4 during third load sequence 58
Figure 3.26 Deflection of monitoring point #5 during third load sequence 59
Figure 3.27 Deflection of monitoring point #6 during third load sequence 60
Figure 3.28 Deflection of monitoring point #7 during third load sequence 61
Figure 3.29 Deflection of monitoring point #8 during third load sequence 62
Figure 3.30 Deflection of monitoring point #9 during third load sequence 63
Chapter 4
Figure 4.1 Definition of distances c1 and c2 taken from neutral axis 69
Figure 4.2 Distributions of thrust and moment under load of 69.27 tons
during first loading sequence 72
Figure 4.3 Distributions of thrust and moment under load of 86.59 tons
during first loading sequence 73
Figure 4.4 Distributions of thrust and moment under load of 100.06 tons
during first loading seq uence 74
Figure 4.5 Distributions of thrust and moment under load of 107.76 tons
during first loading sequence 75
Figure 4.6 Distributions of thrust and moment under load of 115.45 tons
during first loading sequence 76
Figure 4.7 Distributions of thrust and moment under load of 123.15 tons
x