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
AThesisPresentedto
TheFacultyoftheCollegeofEngineeringandTechnology
OhioUniversity
Athens, Ohio
InPartialFulfillment
of theRequirementsfortheDegree
MasterofScienceinCivilEngineering
by
Devarajan ~helliat;'
March, 1992
Thisthesis has been approved
for the DepartmentofCivil Engineering
andthe Collegeof
Engineering and Technology
Russ ProfessertifCivil Enginee
Dean ofthe Collegeof
EngineeringandTechnology
11
ABSTRACT
A full-scale field test was conducted to determine the response of a corrugated
metalpipe arch culvertfor the exceptional live load. The design span and rise ofthe culvert
were 15 feet 8 inches and 9 feet 6 inches respectively. The cover for the first and second
day oftesting were approximately 7.5 feet and 3feet 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 ofthe 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 of230 tons and connected to ahydraulic control unit for simultaneous operation.
A total of three loading sequences were applied, one on the first day and two on the
secondday.
The ultimate load carrying capacity ofthis type ofculvert under 3feet cover was
determined to be 100 tons approximately. Maximum vertical deflection of 6.989 inches
occured at the crown pointduring the third loading sequence. During the first sequence the
magnitudeofmoment and thrust was insignificant. In the first loading sequence symmetric
nature prevailed in the culvertresponse. No section exceededits ultimate momentcapacity
of 3.745 kips-ft/ft, During the second and third loading sequences of only section four
exceededits plastic momentcapacity and formed aplastic hinge. The formation ofcreases
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 observedbetween the numerical simulations and the field results.
iii
ACKNOWLEDGEMENTS
I wouldlike 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 thankhimfor supporting me duringmy entire stayin Athens.
I wouldliketo thankDr. Glenn A. Hazen for his helpful suggestions and constructive
criticism. I am deeply indebted to Mr. Teruhisa Masada for the long hours oftireless work
that he put in from the beginning to the end ofthis 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
DepartmentofTransportation.
IV
TABLE OF CONTENTS
Abstract iii
Acknowledgements iv
Table of Contents v
List ofTables ~ viii
LI·st 0f Fi'gures I·X
Chapter 1
INTRODUCTION
1.1 GENERALSTATEMENT 1
1.2 OBJECTIVES 2
1.3 OUTLINE OF RESEARCH 2
1.4 ~I11ERA~~V~~ 3
Chapter2
PIPE ARCH CULVERT AND FIELD INSTRUMENTATION
2.1 GENERAL 6
2.2 DESCRIPTIONOF PIPE ARCHCULVERTAND BACKFILL
~TERIAL 7
2.3 ~IVE~OADAPPLICATION SYSTEM I0
2.4 FIELD INSTRUMENTATION OF PIPEARCH CULVERT 17
v
Chapter3
MEASUREMENT OF CULVERT DEFORMATION
3.1 OVERVIEWOFDEFORMATIONMEASUREMENT 24
3.2 TAPE EXTENSOMETER MEASUREMENTS 24
3.3 POSITION TRANSDUCER MEASUREMENTS 30
3.4 DISCUSSION 64
Chapter4
MEASUREMENT OF PLATE FORCES
4.1 INTRODUCTION 66
4.2 REDUCfION OF STRAINS TO AXIALTHRUSTAND BENDING
MOMENf 66
4.3 ANALYSIS OF RESULTS 68
4.4 PLASTICMOMENTCAPACI1'Y 107
4.5 FORMATION OF PLASTIC HINGES AND CREASES I07
Chapter5
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 SOILPARAMETERS 119
5.6 FINITE ELEMENTSIMULATION 119
5.7 DISCUSSION 128
Chapter6
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 l7
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-ordinatesof position transducer wire atit's base 35
Table 3.6 Change ofangle on position transducer wire during the experiment...36
Chapter 4
Table 4.1 Computed axial thrust 70
Table 4.2 Computed bending moment 71
Table4.3 Yield stress reached during failure tests 11()
Table4.4 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 coverdepths and loading conditions 124
viii
LIST OF FIGURES
Chapter2
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
Chapter3
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 ofmonitoring point#1 during first load sequence ~37
Figure 3.5 Deflection ofmonitoring point#2 during first load sequence 38
Figure 3.6 Deflection ofmonitoring point#3 during first load sequence 39
Figure 3.7 Deflection ofmonitoring point#4 during first load sequence 40
Figure 3.8 Deflection ofmonitoring point#5during first load sequence 41
Figure 3.9 Deflection ofmonitoring point#6during first load sequence 42
Figure 3.10 Deflection ofmonitoring point#7 during first load sequence 43
Figure 3.11 Deflection ofmonitoring point#8 during first load sequence 44
Figure 3.12 Deflection ofmonitoring point#9 during first load sequence 45
Figure 3.13 Deflection ofmonitoringpoint#1 during second load sequence 46
Figure 3.14 Deflection ofmonitoring point#2during second load sequence 47
Figure 3.15 Deflection ofmonitoringpoint#3 during second load sequence 48
Figure 3.16 Deflection ofmonitoring point#4 during second load sequence 49
ix
Figure 3.17 Deflection ofmonitoring point #5 during second load sequence 50
Figure 3.18 Deflection ofmonitoringpoint #6 during second load sequence 51
Figure 3.19 Deflection ofmonitoringpoint #7 during second load sequence 52
Figure 3.20 Deflection of monitoringpoint #8 during second load sequence 53
Figure 3.21 Deflection ofmonitoring point #9 during second load sequence 54
Figure 3.22 Deflection ofmonitoring point #1 during third load sequence 55
Figure 3.23 Deflection of monitoring point #2 during third load sequence 56
Figure 3.24 Deflection ofmonitoring point #3 during third load sequence 57
Figure 3.25 Deflection of monitoringpoint #4 during third load sequence 58
Figure 3.26 Deflection ofmonitoring point #5 during third load sequence 59
Figure 3.27 Deflection of monitoring point #6 during third load sequence 60
Figure 3.28 Deflection ofmonitoring point #7 during third load sequence 61
Figure 3.29 Deflection ofmonitoring point #8 during third load sequence 62
Figure 3.30 Deflection ofmonitoring point #9 during third load sequence 63
Chapter 4
Figure 4.1 Definition ofdistances c1 and c2 taken from neutral axis 69
Figure 4.2 Distributions of thrust and moment under load of69.27 tons
during first loading sequence 72
Figure 4.3 Distributions of thrust and moment under load of86.59 tons
during first loading sequence 73
Figure 4.4 Distributions of thrust and moment under load of 100.06 tons
during first loading sequence 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 of123.15 tons
x