uplift loading on elevated floor slab due to a …

UPLIFT LOADING ON ELEVATED FLOOR SLAB DUE TO A TSUNAMI BORE

Ming Ge

and

Ian N. Robertson

Research Report UHM/CEE/10-03

December 2010

iii

UPLIFT LOADING ON ELEVATED FLOOR SLAB DUE TO A TSUNAMI BORE

by

Ming Ge

and

Ian N. Robertson

Research Report UHM/CEE/10-03

December 2010

iv

ACKNOWLEDGEMENTS

This report is based on a Masters Thesis prepared by Ming Ge under the direction of Ian

Robertson. The authors wish to thank Drs. H. Ronald Riggs and David Ma for serving as thesis

committee members and providing detailed comments and valuable input throughout this project.

Sincere thanks are also extended to Dr. Gaur Johnson for his assistance and invaluable advice

during the experimental phase of this project.

The authors also wish to express gratitude to Abdulla Mohamed, Jillian Santo and Volker

Roeber for their valuable advice, assistance and extensive discussion regarding this work.

Thanks are also extended to Reef Ozaki-Train, Ryan Takakura, Alex Okamura and the OSU staff

of the TWB for their contributions to the experiments.

Funding for this research was provided by the National Science Foundation through the NSF

George E. Brown, Jr. Network for Earthquake Engineering Simulation (grant #0530759). This

support is gratefully acknowledged.

v

ABSTRACT

The research reported here was performed in order to determine the effect of tsunami bore uplift

forces on harbor piers and building floor systems. Three experiments were performed at different

scales. Two sets of experiments were performed at the Oregon State University O.H. Hinsdale

Wave Research Laboratory. One set of experiments was performed at the Hydraulics Laboratory

of the University of Hawaii at Manoa. OSU Phase I experiments were carried out in the

Tsunami Wave Base (TWB). OSU Phase II experiments were carried out in the Large Wave

Flume (LWF) at a scale approximately double that in the TWB.

In the OSU phase I experiments, tests were performed on a structural model consisting of a

horizontal floor slab with either a solid wall or perforated wall blocking flow behind the slab. In

the OSU phase II and UH dam break experiments, tests focused on the floor slab with solid wall

blocking flow behind the slab. Four factors affecting the uplift force on the slab were considered:

slab height, bore height, standing water height and percentage of closure of flume. For the slab

with solid wall case, a non-dimensional parameter, Cuv, and average uplift pressure were studied

in order to estimate the uplift force on the slab. It was found that the non-dimensional parameter,

Cuv, was not the same for different scale experiments. However, the average uplift pressure

results for all three experiments were distributed in the same range. It appears that the uplift

pressure may be independent of scale effects. Based on the uplift pressure data, design

expressions are developed to envelope 85%, 90% and 95% of all test data. These expressions

consist of a constant maximum uplift pressure when the ratio of slab height to bore height is

smaller than 1.5. Then the average uplift pressure decreases linearly as the ratio of slab height to

bore height increases from 1.5 to 3.5. When the ratio of slab height to bore height is larger than

3.5 the uplift pressures are negligible and can be ignored.

For the slab with perforated wall, it was found that the average uplift pressure increases linearly

with increasing percentage of closure of the flume. Therefore, the average uplift pressure for the

slab with perforated wall can be estimated by multiplying the average uplift pressure for the slab

with solid wall by the percentage of closure of the flume provided by the perforated wall. A

minimum uplift pressure of 1 kPa is recommended for cases with minor or no blockage of flow

below the slab.

vii

TABLE OF CONTENTS

ACKNOWLEDGEMENTS ................................................................................................. iii

ABSTRACT .......................................................................................................................... iv

TABLE OF CONTENTS ...................................................................................................... v

LIST OF FIGURES ............................................................................................................. vii

LIST OF TABLES ................................................................................................................ ix

1 INTRODUCTION .............................................................................................................................................. 1

2 LITERATURE REVIEW .................................................................................................................................. 3

3 EXPERIMENTAL FACILITIES AND PROCEDURE .................................................................................. 7

3.1 OREGON STATE UNIVERSITY, PHASE I, TWB ................................................................................... 7

3.1.1 Flat slab with solid wall .................................................................................................................... 9

3.1.2 Flat slab with perforated wall (columns) ......................................................................................... 13

3.2 OREGON STATE UNIVERSITY, PHASE II, LWF ................................................................................ 14

3.3 DAM BREAK EXPERIMENT .................................................................................................................. 21

4 RESULTS AND ANALYSIS ........................................................................................................................... 25

4.1 SLAB WITH SOLID WALL ..................................................................................................................... 25

4.1.1 Oregon State University, Phase I, TWB Results ............................................................................. 25

4.1.1.1 Bore Velocity ........................................................................................................................................... 25

4.1.1.2 Time histories of average uplift pressure on slab ..................................................................................... 27

4.1.1.3 Expression for uplift pressure on slab ...................................................................................................... 30

4.1.2 Oregon State University, Phase II, LWF Results ............................................................................ 34

4.1.2.1 Bore velocity ............................................................................................................................................ 34

4.1.2.2 Time histories of average pressure ........................................................................................................... 34

4.1.2.3 Verification of FPG pressure sensors with Druck gauges ........................................................................ 35

4.1.2.4 Comparison between pressure Integral and resultant force on the slab .................................................... 37

4.1.2.5 Pressure distribution along the slab .......................................................................................................... 40


4.1.3 UH DAM BREAK RESULTS ........................................................................................................ 46

4.1.3.1 Time histories of average uplift pressure on slab ..................................................................................... 46


4.1.4 SUGGESTION FOR Cuv VALUE .................................................................................................. 51

4.2 SLAB WITH PERFORATED WALL IN OSU PHASE I ......................................................................... 53

5 SUMMARY AND CONCLUSIONS ............................................................................................................... 61

6 REFERENCES.................................................................................................................................................. 63

viii

Appendix A. OSU PHASE I EXPERIMENTS ................................................................................................. 65

Appendix B. OSU PHASE II EXPERIMENTS ................................................................................................ 85

Appendix C. UH DAM BREAK EXPERIMENTS ......................................................................................... 121

ix

LIST OF FIGURES

Figure 1: Bridge deck swept off by tsunami (Ghobarah, 2005) ..................................................................................... 3

Figure 2: Failure of harbor docks caused by tsunami wave uplift (CAEE, 2005) ......................................................... 4

Figure 3: Failure of building floor slabs caused by tsunami wave uplift (CAEE, 2005) ............................................... 4

Figure 4: OSU Tsunami Wave Basin Flumes ................................................................................................................ 8

Figure 5: OSU phase I wave flume configuration ......................................................................................................... 8

Figure 6: Bore notations ................................................................................................................................................ 9

Figure 7: OSU TWB experimental setup for flat slab with solid wall ......................................................................... 10

Figure 8: Single DOF Load cell (left) and six DOF load cell (right) ........................................................................... 11

Figure 9: FPG pressure sensors .................................................................................................................................. 11

Figure 10: OSU phase I side view of slab test specimen configuration ....................................................................... 12

Figure 11: OSU phase I front view of slab test specimen configuration ..................................................................... 12

Figure 12: OSU phase I top view of slab test specimen configuration ........................................................................ 13

Figure 13: Test configurations of flat slab with columns (perforated wall) ................................................................. 14

Figure 14: OSU TWB experimental setup for flat slab with perforated wall (42% closure shown here) .................... 14

Figure 15: OSU phase II wave flume configuration .................................................................................................... 15

Figure 16: OSU Large Wave Flume looking from flat reef towards wavemaker. ...................................................... 15

Figure 17: OSU Large Wave Flume looking towards slab-wall specimen. ................................................................ 16

Figure 18: OSU phase II load cells and pressure gauges layout on the wall ............................................................... 17

Figure 19: OSU phase II load cells and pressure gauges layout on the slab ................................................................ 18

Figure 20: Side view of test specimens for OSU phase II ........................................................................................... 19

Figure 21: Elevation of slab specimen ........................................................................................................................ 19

Figure 22: Load cell used in OSU phase II .................................................................................................................. 20

Figure 23: Plan of UH flume showing locations of dam break swing gate and slab-wall specimen. ......................... 22

Figure 24: UH flume showing dam break swing gate (left) and slab-wall specimen (right) ...................................... 23

Figure 25: Elevation of slab specimen. ....................................................................................................................... 23

Figure 26: Bore notations ............................................................................................................................................ 26

Figure 27: Average uplift pressure on floor slab caused by 20 cm solitary wave with no water on reef .................... 27



Figure 30: Average uplift pressure on floor slab caused by 20 cm solitary wave with 10 cm water on reef ............... 29



Figure 33: Plot of Average uplift pressure vs. β for both dry bed and wet bed for OSU phase I ................................ 32

Figure 34: Plot of Cuv vs. β for wet bed condition for OSU phase I ............................................................................ 32

Figure 35: Plot of Cuv vs. β for dry bed condition for OSU phase I ............................................................................. 33

Figure 36: Plot of Cuv vs. β for both dry bed and wet bed conditions for OSU phase I ............................................... 33

x

Figure 37: Average uplift pressure on floor slab caused by 73.8 cm solitary wave with 10 cm water on reef ............ 34

Figure 38: Average uplift pressure on floor slab caused by 118 cm solitary wave with dry bed ................................ 35

Figure 39: Comparison of FPG pressure sensors readings and adjacent Druck gauge readings ................................. 36

Figure 40: Time histories of 12 individual pressures and average pressure for slab higher than bore condition ........ 38

Figure 41: Pressure integration vs. resultant force for slab higher than bore condition ............................................... 38

Figure 42: Time histories of 12 individual pressures and average pressure for slab lower than bore condition ......... 39

Figure 43: Pressure integration vs. resultant force for slab lower than bore condition ................................................ 39

Figure 44: 12 pressure readings from FPG pressure sensors and average pressure ..................................................... 40

Figure 45: Pressure distribution at eight time instants for the slab higher than the bore ............................................. 41

Figure 46: 12 pressure readings from FPG pressure sensors and average pressure ..................................................... 42

Figure 47: Pressure distribution at eight time instants for the bore height similar to the slab height .......................... 43

Figure 48: Plot of average uplift pressure for both dry bed and wet bed condition for OSU phase II ......................... 44

Figure 49: Plot of Cuv vs. β for wet bed condition for OSU phase II ........................................................................... 44

Figure 50: Plot of Cuv vs. β for dry bed condition for OSU phase II ........................................................................... 45

Figure 51: Plot of Cuv vs. β for both dry bed and wet bed conditions for OSU phase II .............................................. 45

Figure 52: Average uplift pressure on floor slab caused by 30 cm solitary wave with 2.5 cm water on reef .............. 47



Figure 55: Plot of Average uplift pressure vs. β for both dry bed and wet bed conditions for UH dam break ............ 49

Figure 56: Plot of Cuv vs. β for wet bed conditions for UH dam break ........................................................................ 49

Figure 57: Plot of Cuv vs. β for dry bed conditions for UH dam break ........................................................................ 50

Figure 58: Plot of Cuv vs. β for both dry bed and wet bed conditions for UH dam break ............................................ 50

Figure 59: Plot for Cuv vs. β based on the data from OSU phase I, OSU phase II and UH dam break ........................ 52

Figure 60: Plot for average uplift pressure vs. β based on the data from OSU phase I, OSU phase II and UH dam

break ............................................................................................................................................................................ 52

Figure 61: Slab uplift for 20 cm solitary wave over dry bed ....................................................................................... 54

Figure 62: Mean slab uplift and range for 20cm solitary wave over dry bed .............................................................. 54





Figure 67: Slab uplift for 20 cm solitary wave over wet bed ....................................................................................... 57

Figure 68: Mean slab uplift and range for 20cm solitary wave over wet bed .............................................................. 57





xi

LIST OF TABLES

Table 1: Bore speed, height for solitary wave bore ....................................................................................................... 8

Table 2: The experimental runs for solid wall for OSU TWB experiment .................................................................. 10

Table 3: experimental runs for perforated wall for OSU TWB experiment ................................................................ 13

Table 4: The experimental runs for slab with solid wall for fixed wave condition for OSU LWF experiment ........... 21

Table 5: The experimental runs for slab with solid wall for fixed slab condition for OSU LWB experiment ............ 21

Table 6: Experimental runs for slab with solid wall for UH dam break experiment ................................................... 24

Table 7: Bore speed, height for solitary wave bore ..................................................................................................... 26

Table 8: Bore speed, height for bore generated by UH dam break .............................................................................. 46

xii

LIST OF FIGURES IN APPENDIX A

Appendix A - 1: Uplift force on 10 cm floor slab with solid wall for bores caused by 20 cm solitary wave with no

water on reef ................................................................................................................................................................ 65

Appendix A - 2: Uplift force on 10 cm floor slab with solid wall for bore caused by 40 cm solitary wave with no

water on reef ................................................................................................................................................................ 65


water on reef ................................................................................................................................................................ 66


water on reef ................................................................................................................................................................ 66


water on reef ................................................................................................................................................................ 66


water on reef ................................................................................................................................................................ 67


water on reef ................................................................................................................................................................ 67


water on reef ................................................................................................................................................................ 67


water on reef ................................................................................................................................................................ 68


water on reef ................................................................................................................................................................ 68


water on reef ................................................................................................................................................................ 68


water on reef ................................................................................................................................................................ 69


water on reef ................................................................................................................................................................ 69


water on reef ................................................................................................................................................................ 69

Appendix A - 15: Uplift force on 10 cm floor slab with solid wall for bore caused by 20 cm solitary wave with 10

cm water on reef .......................................................................................................................................................... 70


cm water on reef .......................................................................................................................................................... 70


cm water on reef .......................................................................................................................................................... 70


cm water on reef .......................................................................................................................................................... 71

xiii


cm water on reef .......................................................................................................................................................... 71


cm water on reef .......................................................................................................................................................... 71


cm water on reef .......................................................................................................................................................... 72


cm water on reef .......................................................................................................................................................... 72


cm water on reef .......................................................................................................................................................... 72


cm water on reef .......................................................................................................................................................... 73


cm water on reef .......................................................................................................................................................... 73


cm water on reef .......................................................................................................................................................... 73


cm water on reef .......................................................................................................................................................... 74


cm water on reef .......................................................................................................................................................... 74


cm water on reef .......................................................................................................................................................... 74

Appendix A - 30: Uplift force on 10 cm floor slab without wall for bore caused by 40 cm solitary wave with no

water on reef ................................................................................................................................................................ 75


water on reef ................................................................................................................................................................ 75

Appendix A - 32: Uplift force on 10 cm floor slab with perforated wall for bore caused by 20 cm solitary wave with

no water on reef ........................................................................................................................................................... 75


no water on reef ........................................................................................................................................................... 76


no water on reef ........................................................................................................................................................... 76


no water on reef ........................................................................................................................................................... 76


no water on reef ........................................................................................................................................................... 77

xiv


no water on reef ........................................................................................................................................................... 77


no water on reef ........................................................................................................................................................... 77


no water on reef ........................................................................................................................................................... 78


no water on reef ........................................................................................................................................................... 78


no water on reef ........................................................................................................................................................... 78


no water on reef ........................................................................................................................................................... 79


no water on reef ........................................................................................................................................................... 79

Appendix A - 44: Uplift force on 20 cm floor slab without wall for bore caused by 20 cm solitary wave with 10 cm

water on reef ................................................................................................................................................................ 79


water on reef ................................................................................................................................................................ 80


water on reef ................................................................................................................................................................ 80


10 cm water on reef ..................................................................................................................................................... 80


10 cm water on reef ..................................................................................................................................................... 81


10 cm water on reef ..................................................................................................................................................... 81


10 cm water on reef ..................................................................................................................................................... 81


10 cm water on reef ..................................................................................................................................................... 82


10 cm water on reef ..................................................................................................................................................... 82


10 cm water on reef ..................................................................................................................................................... 82


10 cm water on reef ..................................................................................................................................................... 83

xv


10 cm water on reef ..................................................................................................................................................... 83


10 cm water on reef ..................................................................................................................................................... 83


10 cm water on reef ..................................................................................................................................................... 84


10 cm water on reef ..................................................................................................................................................... 84

xvi

LIST OF FIGURES IN APPENDIX B

Appendix B - 1: Uplift force on 17 cm floor slab with solid wall for bore caused by 23.6 cm solitary wave with no

water on reef ................................................................................................................................................................ 85


water on reef ................................................................................................................................................................ 85


water on reef ................................................................................................................................................................ 86

Appendix B - 4: Uplift force on 17 cm floor slab with solid wall for bore caused by 59 cm solitary wave with no

water on reef ................................................................................................................................................................ 86


water on reef ................................................................................................................................................................ 86


water on reef ................................................................................................................................................................ 87


water on reef ................................................................................................................................................................ 87


water on reef ................................................................................................................................................................ 87

Appendix B - 9: Uplift force on 17 cm floor slab with solid wall for bore caused by 48.2 cm solitary wave with 5 cm

water on reef ................................................................................................................................................................ 88

Appendix B - 10: Uplift force on 17 cm floor slab with solid wall for bore caused by 120.5 cm solitary wave with 5

cm water on reef .......................................................................................................................................................... 88


cm water on reef .......................................................................................................................................................... 88


water on reef ................................................................................................................................................................ 89


cm water on reef .......................................................................................................................................................... 89


cm water on reef .......................................................................................................................................................... 89


cm water on reef .......................................................................................................................................................... 90


cm water on reef .......................................................................................................................................................... 90


cm water on reef .......................................................................................................................................................... 90


cm water on reef .......................................................................................................................................................... 91

xvii


cm water on reef .......................................................................................................................................................... 91


cm water on reef .......................................................................................................................................................... 91


cm water on reef .......................................................................................................................................................... 92

Appendix B - 22: Uplift force on 25 cm floor slab with solid wall for bore caused by 123 cm solitary wave with 10

cm water on reef .......................................................................................................................................................... 92


cm water on reef .......................................................................................................................................................... 92


cm water on reef .......................................................................................................................................................... 93


water on reef ................................................................................................................................................................ 93


cm water on reef .......................................................................................................................................................... 93


cm water on reef .......................................................................................................................................................... 94


cm water on reef .......................................................................................................................................................... 94


cm water on reef .......................................................................................................................................................... 94


cm water on reef .......................................................................................................................................................... 95


cm water on reef .......................................................................................................................................................... 95


cm water on reef .......................................................................................................................................................... 95


cm water on reef .......................................................................................................................................................... 96


cm water on reef .......................................................................................................................................................... 96


cm water on reef .......................................................................................................................................................... 96


cm water on reef .......................................................................................................................................................... 97

xviii


cm water on reef .......................................................................................................................................................... 97


cm water on reef .......................................................................................................................................................... 97


cm water on reef .......................................................................................................................................................... 98


water on reef ................................................................................................................................................................ 98


cm water on reef .......................................................................................................................................................... 98


cm water on reef .......................................................................................................................................................... 99


cm water on reef .......................................................................................................................................................... 99


cm water on reef .......................................................................................................................................................... 99


cm water on reef ........................................................................................................................................................ 100


cm water on reef ........................................................................................................................................................ 100


cm water on reef ........................................................................................................................................................ 100


cm water on reef ........................................................................................................................................................ 101


cm water on reef ........................................................................................................................................................ 101


cm water on reef ........................................................................................................................................................ 101


cm water on reef ........................................................................................................................................................ 102


cm water on reef ........................................................................................................................................................ 102


cm water on reef ........................................................................................................................................................ 102


water on reef .............................................................................................................................................................. 103

xix


water on reef .............................................................................................................................................................. 103


water on reef .............................................................................................................................................................. 103


water on reef .............................................................................................................................................................. 104


water on reef .............................................................................................................................................................. 104


water on reef .............................................................................................................................................................. 104


water on reef .............................................................................................................................................................. 105


water on reef .............................................................................................................................................................. 105


cm water on reef ........................................................................................................................................................ 105


cm water on reef ........................................................................................................................................................ 106


cm water on reef ........................................................................................................................................................ 106


cm water on reef ........................................................................................................................................................ 106


cm water on reef ........................................................................................................................................................ 107


cm water on reef ........................................................................................................................................................ 107


cm water on reef ........................................................................................................................................................ 107


cm water on reef ........................................................................................................................................................ 108

Appendix B - 70: t force on 75 cm floor slab with solid wall for bore caused by 24.6 cm solitary wave with 10 cm

water on reef .............................................................................................................................................................. 108


cm water on reef ........................................................................................................................................................ 108


cm water on reef ........................................................................................................................................................ 109

xx


cm water on reef ........................................................................................................................................................ 109


cm water on reef ........................................................................................................................................................ 109


cm water on reef ........................................................................................................................................................ 110


cm water on reef ........................................................................................................................................................ 110


cm water on reef ........................................................................................................................................................ 110


cm water on reef ........................................................................................................................................................ 111


cm water on reef ........................................................................................................................................................ 111


cm water on reef ........................................................................................................................................................ 111


cm water on reef ........................................................................................................................................................ 112


cm water on reef ........................................................................................................................................................ 112


cm water on reef ........................................................................................................................................................ 112


cm water on reef ........................................................................................................................................................ 113


cm water on reef ........................................................................................................................................................ 113


cm water on reef ........................................................................................................................................................ 113


cm water on reef ........................................................................................................................................................ 114


cm water on reef ........................................................................................................................................................ 114


cm water on reef ........................................................................................................................................................ 114


cm water on reef ........................................................................................................................................................ 115

xxi


cm water on reef ........................................................................................................................................................ 115


cm water on reef ........................................................................................................................................................ 115


cm water on reef ........................................................................................................................................................ 116


cm water on reef ........................................................................................................................................................ 116


cm water on reef ........................................................................................................................................................ 116


cm water on reef ........................................................................................................................................................ 117


cm water on reef ........................................................................................................................................................ 117


cm water on reef ........................................................................................................................................................ 117


cm water on reef ........................................................................................................................................................ 118

Appendix B - 100: Uplift force on 100 cm floor slab with solid wall for bore caused by 119.7 cm solitary wave with

30 cm water on reef ................................................................................................................................................... 118

Appendix B - 101: Uplift force on 120 cm floor slab with solid wall for bore caused by 123 cm solitary wave with

10 cm water on reef ................................................................................................................................................... 118


20 cm water on reef ................................................................................................................................................... 119


cm water on reef ........................................................................................................................................................ 119


30 cm water on reef ................................................................................................................................................... 119

xxii

LIST OF FIGURES IN APPENDIX C

Appendix C - 1: Uplift force on 1 cm floor slab with solid wall for bore caused by 30 cm initial dam height with 0

cm downstream water level ....................................................................................................................................... 121





















Appendix C - 12: Uplift force on 4 cm floor slab with solid wall for bore caused by 30 cm initial dam height with

2.5 cm downstream water level ................................................................................................................................. 125













xxiii





































xxiv





































xxv





































xxvi















1

1 INTRODUCTION

A tsunami is a naturally occurring series of waves that can result when there is a rapid, large-

scale disturbance of a body of water. In deep water, the waves are gentle sea-surface slopes that

can be unnoticeable. As the waves approach the shoreline, their height increases dramatically as

a result of the decrease in wavelength due to shoaling. The wave will often break offshore and

then transform into a turbulent bore or a series of bores as it approaches the shore. A turbulent

bore is defined as a broken wave having a steep, violently foaming and turbulent wave front.

Such bore riding on a much longer main heave of the tsunami can have large height and velocity,

penetrating inland, damaging structures, and flooding normally dry areas.

Although a tsunami is considered a rare event at any single location, they occur on a regular

basis around the world. There were 82 tsunamis reported in the period between 1990 and 1999,

10 of which resulted in more than 4000 fatalities. Strategies for mitigating tsunami risk are to

evacuate people to naturally occurring high ground outside of the tsunami inundation zone.

Recently more effort has been put into developing effective warning systems, improving

inundation maps, and improving evacuation efficiency. However, in some locations, tsunamis

triggered by local events may not allow sufficient warning time for people to evacuate to high

ground. A potential solution is vertical evacuation in buildings and structures designed and

detailed to resist the effects of the tsunami.

Because port and harbor facilities are located along the coastline they are often severely damaged

during a tsunami. In addition, many industrial, commercial and residential buildings and

transportation systems may be located in the tsunami inundation zone. Damage to these facilities

will cause a significant economic loss and delay the recovery effort after a tsunami. Designing

these facilities, buildings and other structures to survive the tsunami with limited structural

damage will help to reduce economic losses and aid in the post-tsunami economic recovery.

3

2 LITERATURE REVIEW

Recently, the most devastating tsunami, known as the Indian Ocean Tsunami, occurred off the

west coast of the Indonesian island of Sumatra on 26th December 2004. A 9.1 magnitude

earthquake resulted in uplift of the ocean floor which created a tsunami that affected 19 countries

around the Indian Ocean. Over 250,000 people died and many buildings, bridges and port

facilities were damaged or destroyed by this tsunami. The impact of the tsunami on structures

and infrastructure was studied by Ahmed Ghobarah et al (2005). Structures affected by tsunami

were low-rise residential, hotel buildings, government offices and industrial facilities. However,

many multi-story engineered buildings along the coastline survived the surge with only

nonstructural element damage, such as windows and doors at the lower levels. Damage to

bridges due to the impact of tsunami was extensive, especially for bridge decks, as shown in

Figure 1. A noteworthy structural failure in the 2004 Indian Ocean tsunami was the uplift force

on concrete panels in buildings and docks, as illustrated in Figure 2. These uplift forces were

caused by bore loading applied to the underside of floor system and were sufficient to lift the

concrete panels. For floor slabs in engineered structures collapse due to upward loading, this

could lead to progressive collapse of a section of building.

Figure 1: Bridge deck swept off by tsunami (Ghobarah, 2005)

Bridge Piers

with no deck

4

Figure 2: Failure of harbor docks caused by tsunami wave uplift (CAEE, 2005)

Figure 3: Failure of building floor slabs caused by tsunami wave uplift (CAEE, 2005)

Tsunami-resistant design is necessary for low-lying coastal communities exposed to tsunami

hazard. A vertical evacuation structures can be intended for general use by the surrounding

population or by the occupants of a specific building. However, very little guidance is provided

in current design codes for tsunami loading and design. Guidelines for design of structures for

vertical evacuation from tsunamis were prepared by the Applied Technology Council (FEMA,

2008). They point out that the tsunami forces on structures include: (1) hydrostatic forces; (2)

buoyant forces; (3) hydrodynamic forces; (4) impulsive forces; (5) debris impact forces; (6)

debris damming forces; (7) uplift forces; and (8) additional gravity loads from retained water on

elevated floors.

The study reported here focuses on uplift forces caused by a tsunami bore passing under a harbor

pier or through a coastal building.

5

Hydrodynamic uplift force on the floor slab and dock could induce significant damage for

coastal structures. The uplift force is composed of additional buoyant forces from trapped air and

vertical hydrodynamic force caused by the surge and bore action. It is critical to get a better

understanding of the mechanism of tsunamis bore uplift pressure on floor slabs. Until now, most

previous research work and guidance for a costal structure design focused on storm wave load

design. A sampling of work including physical modeling and experimental and numerical

approach to develop formulas for the storm wave load can be found in the following literatures.

Giovanni Cuomo et al (2007) developed dimensionless equations to evaluate wave forces on

deck and beam elements of suspended deck structures by using 2-D physical model tests on

wave-induced loads on deck and beam elements of exposed jetties and similar structures.

Giovanni Cuomo et al (2009) also presented findings from large-scale experimental

measurements on variability of the wave pattern and the loading along the bridge carried out in

the wave basin of the Yokohama Port and Airport Technical Investigation Office. Ould el

Moctar et al (date) used advanced computational fluid dynamics (CFD) techniques to analyze the

effect of freak waves on a mobile jack-up drilling platform stationed in exposed water.

Because the characteristics of tsunami waves are quite different from storm waves, tsunamis

approaching the shoreline must be treated as strong turbulent bores rather than regular cyclic

waves. This study tries to give a better understanding of the physics of the tsunami loading

process and determine the effect of tsunami bores on a horizontal flat slab. In particular, this

study will develop design formulas for the tsunami uplift pressure on the flat slab.

7

3 EXPERIMENTAL FACILITIES AND PROCEDURE

In order to consider scale effects on the experimental setup, three series of experiments were

conducted in different test facilities and at different scales. Experiments were performed at the

O.H. Hinsdale Wave Research Laboratory (HWRL) at Oregon State University. This laboratory

is part of the NSF-funded Network for Earthquake Engineering Simulation (NEES) test facilities.

The solitary waves were generated by piston-type wave makers. In 2007, the HWRL Tsunami

Wave Basin (TWB) was used to generate solitary waves that propagated over a reef bathymetry

to form a tsunami bore. In 2009 the HWRL larger wave flume (LWF) was used to generate

solitary waves that propagated over a reef bathymetry to form a tsunami bore. Dam break

experiments were conducted in 2009 in at the Hydraulics Laboratory at department of Civil and

Environmental Engineering, University of Hawaii at Manoa. Tsunami bores of varying sizes

were generated by a swing-gate.

3.1 OREGON STATE UNIVERSITY, PHASE I, TWB

The Tsunami Wave Basin (TWB) at OSU measures 26.5 m wide by 48.8 m long and 2.1 m deep.

In order to study different bathymetry slopes, two concrete masonry walls were constructed in

the TWB to create two 2.16 m wide flumes (Refer to Figure 4).The bottom slope of flume used

in this study was 1:15 (Refer to Figure 5). The beach slope terminated 1 m above the basin

bottom. A solitary wave was generated by piston-type wave maker at one end of the flume. The

wave breaks at the edge of the reef to form a turbulent bore advancing on the flat reef towards

the test specimen located at 35 meters from the wave maker. Experiments were performed with

three solitary wave heights of 20 cm, 40 cm and 60 cm. A set of experiments were performed

with the water level at 1 m, meaning a dry reef and at 1.1 m with 10 cm on the reef.

8

Figure 4: OSU Tsunami Wave Basin Flumes

Figure 5: OSU phase I wave flume configuration

The surface shape and velocity of the bore immediately in front of the structural specimen were

recorded by a laser surface profiler (Mohamed 2008). Analysis of the bore characteristic such as

bore height, velocity and leading edge shape was performed by Abdulla Mohamed (2008).

Table 1: Bore speed, height for solitary wave bore

The floor slab system was installed in the wave flume (Refer to Figure 5). The solid wall or

columns behind the slab was rigidly attached to the concrete flume base. The floor slab was

divided into three sections. Two outer aluminum sections were rigidly supported from the

Downstream

still water

level, ds (cm)

Downstream

still water

level, ds (cm)

Initial wave

Height (cm)

Bore speed,

u (cm/s)

Bore Height,

hb (cm)

Initial wave

Height (cm)

Bore speed,

u (cm/s)

Bore Height,

hb (cm)

60 375.15 14.67 60 298.88 35.56

40 310.22 11.02 40 219.93 26.98

20 188.59 4.95 20 193.11 19.49

0 10

9

structural frame above the flume and the flume sidewalls. The middle Plexiglas section with

35.56 cm (14 inch) length and 71.12 cm (28 inch) width was supported independently of the

other floor and wall elements and instrumented to measure vertical load and pressure at the

bottom of the slab. A triaxial load cell mounted above the slab measured the total uplift force on

the slab was monitored at 1000 Hz throughout each wave impact. Six pressure transducers

monitored at 50 Hz were imbedded in the slab to measure the pressure distribution along the

bottom of the slab. These pressure transducers were distributed along the center line of the

Plexiglas slab in the flow direction at 5.5 cm (2 inch) intervals with the first and last pressure

transducers 5 cm (2 inch) away from the edge of the slab. The detailing experimental setups were

shown in Figure 10 and Figure 11.

The experiments performed in this study were designed to study tsunami bore uplift on a pier or

floor slab when flow below the slab was completely blocked by a solid wall at the back of the

slab covered by 3.1.1 and partial walls at the back of the slab covered by 3.1.2.

3.1.1 Flat slab with solid wall

The flat slab with solid wall test configurations are shown in Table 2.

Lb ds

u

hj/2 hj hb

L

h

Figure 6: Bore notations

s

10

Table 2: The experimental runs for solid wall for OSU TWB experiment

(* Number of runs for each configuration)

Figure 7: OSU TWB experimental setup for flat slab with solid wall

Downstream

still water

level, ds (cm)

Solitary wave

height (cm)

Bore height

(cm)10 15 20 25 30

20 4.95 4* 3 3 4

40 11.02 5 2 4 3 4

60 14.67 4 3 4 4 3

20 19.49 2 5 4 4

40 26.98 2 3 4 4

60 35.56 2 4 4 3

Slab height, hs (cm)

0

10

Bore flow direction

6 DOF Load cell

Pressure sensors

Single DOF load cell

Single DOF Load cell

Instrumented slab Fixed slab

Fixed slab

Fixed solid wall

11

Figure 8: Single DOF Load cell (left) and six DOF load cell (right)

Figure 9: FPG pressure sensors

12

Figure 10: OSU phase I side view of slab test specimen configuration

Figure 11: OSU phase I front view of slab test specimen configuration

13

Figure 12: OSU phase I top view of slab test specimen configuration

3.1.2 Flat slab with perforated wall (columns)

The experiments for the slab with solid wall would simulate a harbor pier condition. However,

for coastal buildings, multiple columns or perforated wall with slab would be more frequently

constructed. Figure 13 and Figure 14 show the test configuration and experimental setups for the

flab with perforated wall. The flat slab with perforated wall test configurations are shown in

Table 3.

Table 3: experimental runs for perforated wall for OSU TWB experiment

(* Number of wave runs for each configuration)

Slab

height, hs

(cm)

Downstream

still water

level, ds (cm)

Solitary

Wave

Height

(cm)

Bore

Height

(cm)

64%

(3) 18x2

columns

42%

(3) 12x2

columns

21%

(3) 6x2

columns

7%

(3) 2x2

columns

0%

no wall

20 4.95 4* 4 3 4 4

40 11.02 4 4 5 4 4

60 14.67 4 4 5 4 4

20 19.49 5 4 5 4 6

40 26.98 5 5 5 4 6

60 35.56 5 5 5 4 6

Percentage of closure for perforated wall, γ

0

10

10

20

14

Figure 13: Test configurations of flat slab with columns (perforated wall)

Figure 14: OSU TWB experimental setup for flat slab with perforated wall (42% closure shown here)

3.2 OREGON STATE UNIVERSITY, PHASE II, LWF

Selected experiments from the TWB phase I tests were repeated at approximately double scale in

the Large Wave Flume (LWF) at OSU. The LWF is 100 m long, 3.66 m wide and 2.57 m deep.

15

The test flume for OSU phase II was shown in Figure 15. A solitary wave was generated by

piston driven panel waver maker. The sloping beach 1:12 was constructed in the flume followed

by a flat reef. The test specimen installed at 83.13 m away from wave maker.

Figure 15: OSU phase II wave flume configuration

Figure 16: OSU Large Wave Flume looking from flat reef towards wavemaker.

16

Figure 17: OSU Large Wave Flume looking towards slab-wall specimen.

The test specimen was composed of a solid wall and flat slab for OSU phase II experiment. The

wall is 3.64 m (12 ft) wide and 1.83 m (6 ft) high. Rigid aluminum wall was rigidly attached to

the flume walls and completely blocks water flow in the flume. Four load cells and fourteen FPG

pressure sensors were installed on the solid wall monitored at 1000 Hz. The wall layout is shown

in Figure 18. The floor slab was 3.64 m wide and 1.82 m long located immediately in front of the

rigid wall in the flume. The height of slab can be adjusted using threaded rod supports (Refer to

Figure 22). The vertical guide rails were used to prevent lateral movement of the slab. Four

50,000 lb capacity load cells monitored at 1000 Hz were installed on the slab to measure the

uplift force on the slab. Twelve FPG pressure sensors monitored at 1000 Hz were installed along

the center line of the slab. Three Druck gauges recorded at 1000 Hz were installed 0.08 m away

the center of the slab for the purpose of validating the FPG pressure sensor readings. The

detailed layout of pressure gauges and load cells on the slab is shown on Figure 19.

17

Figure 18: OSU phase II load cells and pressure gauges layout on the wall

18

Figure 19: OSU phase II load cells and pressure gauges layout on the slab

19

Figure 20: Side view of test specimens for OSU phase II

Figure 21: Elevation of slab specimen

FPG wall pressure sensors

Threaded rods to adjust slab elevation

FPG slab pressure sensors

Druck pressure sensors

Vertical slider Vertical

slider

20

Figure 22: Load cell used in OSU phase II

The purpose for OSU phase II experiment was to investigate the relationship between average

uplift bore pressure on the slab and bore height at different still water levels in the downstream

side of the flume at large scale. The variables considered in OSU phase II are slab height, wave

height and standing water depth. The test configuration trials performed in the OSU phase II

experiment are shown in Table 4 and Table 5. Table 3 shows the test configuration for a series of

experiments where the wave conditions were constant while the slab elevation varied. This series

is referred to as the “fixed wave condition”. Table 4 shows the test configurations for a series of

experiments where the slab elevations were constant while the wave and still water conditions

varied. This series is referred to as the “fixed slab condition”.

Load cell

Threaded rod

21

Table 4: The experimental runs for slab with solid wall for fixed wave condition for OSU LWF experiment

Table 5: The experimental runs for slab with solid wall for fixed slab condition for OSU LWB experiment

3.3 DAM BREAK EXPERIMENT

The flume used for the dam break experiment at the University of Hawaii at Manoa is 12.2 m (40

ft) long, 0.91 m (3 ft) deep and 1.22 m (4 ft) wide. It has a reservoir at one end and the test

specimen near the other end followed by a dump.

The dam break gate is a swing type gate suspended from a metal rod spanning between the tops

of the flume walls. The gate is made of plexiglass with a rubber seal around its perimeter to

prevent water leakage when the gate is closed. The metal rod is supported by roller bearings at

the top of each flume sidewall so that the gate can rotate 360o. When in the vertical closed

position, the gate is secured by a vertical steel pin in a hole drilled in the bottom of the tank. The

Downstream

still water

level, ds (cm)

Solitary

wave height

(cm)

17 25 35 50 75 100 120

0 118 4 4 4 4 4

48.2 4 4 4 4 4

120.5 4 4 4 4 4 4

49.2 3 4 4 4 4 4

123 4 4 4 4 4 4 4

51.2 4 4 4 4 3

128 4 4 4 4 4 4

79.8 4 4 4 4

119.7 4 4 4 4 4

Slab height, hs (cm)

5

10

20

30

Wave height

(cm)

Number of

trials

Wave height

(cm)

Number of

trials

Wave height

(cm)

Number of

trials

Wave height

(cm)

Number of

trials

Wave height

(cm)

Number of

trials

23.6 4 24.1 4 24.6 2 25.6 4 26.6 5

35.4 2 36.15 4 36.9 3 38.4 3 39.9 3

47.2 4 48.2 4 49.2 4 51.2 4 53.2 5

59 4 60.25 4 61.5 4 64 4 66.5 4

70.8 4 72.3 4 73.8 4 76.8 3 79.8 5

106.2 2 96.4 4 98.4 4 102.4 4 106.4 5

118 4 108.45 4 110.7 2 115.2 2 119.7 4

120.5 4 123 4 128 4

17 cm slab height

0 cm downstream still

water level

25 cm slab height


water level

35 cm slab height

1 0 cm downstream still

water level

50 cm slab height


water level

75 cm slab height


water level

22

reservoir behind the swing gate is then filled with water, causing pressure tending to open the

gate. The retaining pin is removed manually allowing the gate to swing open. A weighted cable

pulley system ensures that the gate opens quickly and stays open to allow the reservoir water to

pass under the gate. The resulting bore travels along the flume towards the test specimen.

The test specimen was composed of a solid wall and flat slab. The solid wall is 1.22 m wide,

0.61 m (24’’) high and 0.013 m (0.5’’) thick. It was rigidly attached to the flume walls and

completely blocks water flow in the flume. The floor slab system consists of three independent

sections located immediately in front of the rigid wall in the flume. The instrumented center

floor slab section is 0.356 m (14’’) long and 0.711 m (28’’) wide was. It is the same plexiglass

slab section used during the OSU Phase I experiments. The height of the slab can be adjusted. A

6 DOF load cell was mounted above the slab to measure the total uplift force on the slab. A pin-

ended single DOF load cell was oriented horizontally to measure horizontal load on the slab

edge. Both load cells were the same as those used in the OSU Phase I experiment, and were

again monitored at 1000Hz. The detailed experimental setup is shown in Figure 25. The main

purpose for the dam break experiment was to investigate the relationship between average uplift

bore pressure on the slab and bore height at different still water levels in the downstream side of

the flume. The dam break experiment had the same scale as the experiments performed in the

OSU TWB. The variables considered in the dam break experiment were slab height, dam height,

and standing water depth. The test configuration trials performed in the dam break experiment

are shown in Table 6.

Figure 23: Plan of UH flume showing locations of dam break swing gate and slab-wall specimen.

23

Figure 24: UH flume showing dam break swing gate (left) and slab-wall specimen (right)

Figure 25: Elevation of slab specimen.

.

24

Table 6: Experimental runs for slab with solid wall for UH dam break experiment

Downstream

still water

level, ds

(cm)

Dam

Height

(cm)

1 2 3 4 5 6 7 8 10 12 14 16 18 20 24 30 36

30 5 5 5 5 5 5 5

45 5 5 5 5 5 5 5 5 5

60 5 5 5 5 5 5 5 5

70 5 5 5 5 5 5 5 5

30 5 5 5 5 5 5 5 5

45 5 5 5 5 5 5 5 5

60 5 5 5 5 5 5 5 5

70 5 5 5 5 5 5 5 5

30 5 5 5 5 5 5 5

45 5 5 5 5 5 5 5 5

60 5 5 5 5 5 5 5 5

70 5 5 5 5 5 5 5

slab Height (cm)

0

2.5

5

25

4 RESULTS AND ANALYSIS

4.1 SLAB WITH SOLID WALL

4.1.1 Oregon State University, Phase I, TWB Results

Tsunami bore height and bore velocity for the OSU Phase I experiments were analyzed by

Abdulla Mohamed (2008). It was shown that the experimental bore velocity was consistent with

the bore velocity predicted by classical jump theory. Theoretical bore velocities were therefore

computed based on the measured bore heights using the theoretical equations provided by

Mohamed (2008). Typical time histories of average pressure on the bottom of the slab with solid

wall were plotted. The maximum average pressure, defined as the peak uplift force on the slab

divided by the area of the slab, was captured for each wave. Maximum average pressure and

non-dimension uplift coefficient Cuv, defined as maximum average pressure divided by the

stagnation pressure, were studied in this section for the slab with solid wall configurations from

TWB phase I.

4.1.1.1 Bore Velocity

Figure 27 shows the typical condition of an incoming bore traveling over still water towards the

slab with solid wall experiment. The notations used in this report are shown in Figure 26. u is the

bore velocity, ds is the height of standing water, Lb is the length of the leading edge of the bore,

hj is the jump height, and hb is the total bore height. Bore velocity was measured at the half jump

height location of the leading edge of bore (Refer to Figure 26).

26

Not all waves were monitored using the laser profiler so that only average bore velocities are

presented by Mohamed (2008). Table 7 lists the measured bore height and bore velocity for each

size solitary wave and each level of still water for OSU phase I experiments (Mohamed, 2008).

Here bore height, hb, is sum of jump height and still water height.

Table 7: Bore speed, height for solitary wave bore

Mohamed showed that these experimental bore velocities compare well with theoretical bore

velocities for wet bed cases. The reasons to use theoretical bore velocity in this study instead of

measured bore velocity are: (1) measured velocity was not determined for every wave, (2)

significant variability in measured leading edge velocity due to turbulent nature of bore, (3) more

consistent results were obtained when using average bore height to determine theoretical bore

velocity.

Downstream

still water

level, ds (cm)

Downstream

still water

level, ds (cm)

Initial wave

Height (cm)

Bore speed,

u (cm/s)

Bore Height,

hb (cm)

Initial wave

Height (cm)

Bore speed,

u (cm/s)

Bore Height,

hb (cm)

60 375.15 14.67 60 298.88 35.56

40 310.22 11.02 40 219.93 26.98

20 188.59 4.95 20 193.11 19.49

0 10

hs

Lb ds

u

hj/2 hj hb

Figure 26: Bore notations

L

27

The theoretical bore velocity based on measured bore height was calculated by equation (1) for

the wet bed condition, and equation (2) for dry bed condition (Mohamed, 2008).

12

12

(1)

12

1 (2)

Where KCD = 0.05 was determined using best fit to the data from OSU TWB flume.

4.1.1.2 Time histories of average uplift pressure on slab

In this experiment, slab with solid wall configuration was studied for dry bed and wet bed (10cm

downstream water level) conditions. Figure 27, Figure 28 and Figure 29 show typical time

histories of the average pressure on the underside of the floor slab at 20 cm elevation for solitary

wave height 20 cm, 40 cm and 60 cm with dry bed condition, respectively. The curves for

identical waves and test specimens are aligned when uplift average pressure started to increase.

The time at this point is arbitrarily set at 1 second. The average pressure is defined as the

resultant uplift force divided by the area of the slab. There is a considerable variability in the

magnitude of the uplift pressure even under identical test conditions. This variation is attributed

to turbulence of the bore and air entrainment under the slab. Time histories of the uplift force for

all other slab elevations are shown in Appendix A.

Figure 27: Average uplift pressure on floor slab caused by 20 cm solitary wave with no water on reef

0.8 1 1.2 1.4 1.6 1.8 2-1

-0.5

0

0.5

1

1.5

2

Time(s)

Ave

rage

Pre

ssur

e(kP

a)

Average Pressure Time Histories for Slab with Solid Wall with Dry Bed

Slab height: 20 cm Solitary wave height: 20 cm Still water level: 0cm No. of trials: 3

28



Figure 30, Figure 31 and Figure 32 show typical time histories of the average pressure on the

underside of the floor slab for solitary wave height of 20cm, 40cm and 60cm, respectively, with

10 cm deep still water on the reef. Again the variation in uplift pressure on the slab for identical

conditions is attributed to air entrainment and bore turbulence.

0.8 1 1.2 1.4 1.6 1.8 2-2

-1

0

1

2

3

4

5

6

7

8

Time(s)

Ave

rage

Pre

ssur

e(kP

a)


Slab height: 20 cm Solitary wave height: 40 cm Still water level: 0 cmNo. of trials: 4

0.8 1 1.2 1.4 1.6 1.8 2-2

0

2

4

6

8

10

12

14

Time(s)

Ave

rage

Pre

ssur

e(kP

a)


Slab height: 20 cm Solitary wave height: 60 cm Still water level: 0 cmNo. of trials: 4

29

Figure 30: Average uplift pressure on floor slab caused by 20 cm solitary wave with 10 cm water on reef


0.8 1 1.2 1.4 1.6 1.8 2-1

0

1

2

3

4

5

6

7

Time(s)

Ave

rage

Pre

ssur

e(kP

a)

Average Pressure Time Histories for Slab with Solid Wall with 10 cm Water on Reef

slab height:30cmSolitary wave height:20cmStill water height:10cmNo of trials:4

0.8 1 1.2 1.4 1.6 1.8 2-2

0

2

4

6

8

10

12

Time(s)

Ave

rage

Pre

ssur

e(kP

a)



30


Maximum values from each time history are identified and used to develop an empirical design

equation.

4.1.1.3 Expression for uplift pressure on slab

The maximum average pressure was captured for each wave. Average uplift pressure is defined

as maximum uplift force divided the area of the slab.

/ (3)

Where F is the maximum uplift resultant force on the slab and A=BxL is the area of the test slab.

B is the width of the slab in the transverse flow direction and L is the length of the slab in the

direction of flow.

β is defined as slab height divided by bore height (sum of jump height and standing water

height).

/ (4)

Where hs is the height of slab and hb is the height of bore.

h d (5)

Figure 33 shows the average uplift pressure plotted against .

0.8 1 1.2 1.4 1.6 1.8 2-2

0

2

4

6

8

10

12

Time(s)

Ave

rage

Pre

ssur

e(kP

a)



31

Cuv is defined by following equation.

12

(6)

Where A=BxL is the area of the test slab. Therefore:

0.5

2 (7)

Where F is the uplift resultant force on the slab, Pavg is the peak average uplift pressure on the

slab, ρ is the density of water and u is the theoretical bore velocity.

Figure 34 shows the relationship between Cuv and β for the wet bed experiments while Figure 35

shows the relationship between Cuv and β for the dry bed experiments. Figure 36 shows the

relationship between Cuv and β for all experiments run in the TWB 1:15 beach slope plus flat reef

experiments. Wave trials with and without standing water, all wave heights and all slab

elevations are included. As might be anticipated, the maximum uplift occurs when the bore

height, hb is close to the slab height, i.e. 1.0. However, this effect appears to extend

from β=1 to 1.5 except for 20 cm on dry bed for which the maximum uplift extends to β=2.

32

Figure 33: Plot of Average uplift pressure vs. β for both dry bed and wet bed for OSU phase I

Figure 34: Plot of Cuv vs. β for wet bed condition for OSU phase I

0

5

10

15

20

25

0 1 2 3 4 5 6

Average uplift pressure (kPa)

β (hs/hb)

Wave 60cm water 10cm



Wave 60cm water 0cm

Wave 40cm water 0cm

Wave 20cm water 0cm

0

1

2

3

4

5

6

7

0 1 2 3 4 5 6

Cuv=F/(0.5ρu2BL)

β (hs/hb)




Variability in result for same wave and specimen configuration

Beyond 3.5, uplift negligible

33

Figure 35: Plot of Cuv vs. β for dry bed condition for OSU phase I

Figure 36: Plot of Cuv vs. β for both dry bed and wet bed conditions for OSU phase I

0

1

2

3

4

5

6

7

0 1 2 3 4 5 6

Cuv=F/(0.5ρu2BL)

β (hs/hb)

Wave 60cm water 0cm

Wave 40cm water 0cm

Wave 20cm water 0cm

0

1

2

3

4

5

6

7

0 1 2 3 4 5 6

Cuv=F/(0.5ρu2BL)

β (hs/hb)




Wave 60cm water 0cm

Wave 40cm water 0cm

Wave 20cm water 0cm

34

4.1.2 Oregon State University, Phase II, LWF Results

4.1.2.1 Bore velocity

A high speed and high resolution video camera was used to capture the bore over distance 7.315

m (24 ft) before striking the structure model. Bore leading edge was tracked to determine bore

height and bore velocity. The individual bore height was measured for every trial in OSU phase

II. Then, the theoretical bore velocity was calculated based on bore height using equation (1) and

equation (2).

4.1.2.2 Time histories of average pressure

In order to investigate the scale effect to the experimental results for the solid wall with slab

condition, a set of experiment with the larger scale was performed in the Larger Wave Flume

(LWF) at OSU. Typical time histories of the average pressure on the underside of the floor slab

with dry bed condition and wet bed condition were shown in the following graphs. For the

identical wave and test configuration, the average pressure time histories plot synchronize each

trial when uplift pressure started to increase and set this time to be 1 sec.

Figure 37: Average uplift pressure on floor slab caused by 73.8 cm solitary wave with 10 cm water on reef

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-1

0

1

2

3

4

5

6

7

8

Time(s)

Ave

rage

Pre

ssur

e (K

Pa)

)

Average Pressure Time Histories for Slab with Solid Wall with10cm Water on Reef

Slab height: 35 cm Solitary wave height: 73.8 cmStill water height: 10 cm No. of trials: 4

BN-WS35-WL10 Trial 9BN-WS35-WL10 Trial 10BN-WS35-WL10 Trial 25BN-WS35-WL10 Trial 26

35

Figure 38: Average uplift pressure on floor slab caused by 118 cm solitary wave with dry bed

4.1.2.3 Verification of FPG pressure sensors with Druck gauges

Based on the poor performance of FPG pressure sensors during the OSU phase I tests, the FPG

pressure sensors were coaled with grease to avoid temperature effect. Also, in order to capture

the peak of the pressure readings, the higher frequency 1000 HZ was set for French gauges this

time. In OSU phase II experiment, twelve French pressure gauges were installed along the

centerline of the slab together with three Druck gauges to verify the reading from French gauges.

Figure 39 shows the French gauges read properly by comparing with the readings from Druck

gauges. A little discrepancy between two readings is likely due to pressure variability over the

small offset of the gauge locations.

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-2

0

2

4

6

8

10

12

14

16

18

Time (s)

Ave

rage

Pre

ssur

e (K

Pa)

)


Slab height: 17 cm Solitary wave height: 118 cmStill water level: 0 cm No. of trials: 4


36

Figure 39: Comparison of FPG pressure sensors readings and adjacent Druck gauge readings

0 20 40 60 80 100 120-2

0

2

4

6

8

10

Time (s)

Pre

ssur

e(K

Pa)

ps2pds1

0 20 40 60 80 100 120-1

0

1

2

3

4

5

6

7

8

9

Time (s)

Pre

ssur

e(K

Pa)

ps6pds2

0 20 40 60 80 100 120-2

0

2

4

6

8

10

Time (s)

Pre

ssur

e(K

Pa)

ps11pds3

37

4.1.2.4 Comparison between pressure Integral and resultant force on the slab

By integrating the pressure over the area of underneath the slab and comparing with resultant

load, it can verify that the load cell worked properly. Integrated uplift force Fup can be expressed

by Equation (8) and uplift resultant force FuL can be expressed by Equation (9).

F

P P A2

(8)

F L F L

(9)

Where Pi is the individual FPG pressure readings and Ai is the slab area element between two

FPG pressure sensors. FiL is the reading from each load cell. Here it is assumed the pressure

constant from the wall to the nearest pressure sensor and from the edge of slab to the nearest

pressure sensor.

Figure 40 to Figure 43 show the typical time histories of each pressure gauge readings and

average uplift pressure and the comparison between integration of pressure and resultant uplift

load for the case with slab higher than bore and the case with slab lower than bore. For the case

with slab height higher than bore height, the integration of pressure over the area of slab is very

consistent with the resultant force on the slab. But, for the case with slab height lower than bore

height, the integration of pressure over the area of slab is consistent with the resultant force on

the slab only at the initial 1 second. Then the two curves split apart afterward due to water splash

over the top of the slab. The water on the top of the slab would reduce the uplift force measured

by the load cell. However, the pressure sensors would not be affected by splashed water on the

top of the slab.

38

Figure 40: Time histories of 12 individual pressures and average pressure for slab higher than bore condition

Figure 41: Pressure integration vs. resultant force for slab higher than bore condition

72 73 74 75 76 77-2

0

2

4

6

8

10BN-WS35-WL10 Trial4 wave 36.9cm slab 35cm water height 10cm

Pre

ssur

e(K

Pa)

Time (s)

P1P2P3P4P5P6P7P8P9P10P11P12Avg P

72 72.5 73 73.5 74 74.5 75 75.5 76 76.5 770

1000

2000

3000

4000

5000

6000

7000BN-WS35-WL10 Trial4 wave 36.9cm slab 35cm water height10cm

For

ce (lb

)

Time (s)

Force from integrationForce from load cell

39

Figure 42: Time histories of 12 individual pressures and average pressure for slab lower than bore condition

Figure 43: Pressure integration vs. resultant force for slab lower than bore condition

52 53 54 55 56 57-2

0

2

4

6

8

10

12

14

16BN-WS35-WL10 Trial14 wave 123cm slab 35cm water height 10cm

Pre

ssur

e (K

Pa)

Time (s)


52 54 56 58 60 62 64-2000

0

2000

4000

6000

8000

10000

12000

14000

16000

18000BN-WS35-WL10 Trial14 wave 123cm slab 35cm water height10cm

For

ce (lb

)

Time (s)

Force from integrationForce from load cell

40

4.1.2.5 Pressure distribution along the slab

Pressure readings from 12 FPG pressure sensors also give the distribution of the pressure along

the slab as the bore approach to the structural model. Figure 45 shows the pressure distribution at

eight time instants with 0.1 second interval for the case with the slab higher than the bore.

Turbulent bore crashed with the wall first and then propagates from the back edge of the slab

toward to the front edge of the slab so that the 12 pressure sensors felt pressure sequentially. The

front edge of the slab may not feel the pressure when average uplift pressure reached maximum

(around 74.1 second). The pressure distribution along the slab was not very uniform for the case

of slab higher than bore. Figure 47 shows the pressure distribution at eight time instants with 0.1

second interval for the case with slab lower than bore. The turbulent bore filled the cave between

the slab and ground instantaneously so that the pressure readings increased and decreased

simultaneously. The pressure distribution along the slab was uniform for the case of slab lower

than bore.

Figure 44: 12 pressure readings from FPG pressure sensors and average pressure

73 74 75 76 77 78-2

0

2

4

6

8

10

12BN-WS50-WL10 Trial6 solitary wave height 49.2cm slab height 50cm still water height 10cm

Pre

ssur

e (K

Pa)

Time (s)


73.6 74.3

41

Figure 45: Pressure distribution at eight time instants for the slab higher than the bore

0 20 40 60 800

2

4

6


At time = 73.6s

Pre

ssur

e(KPa)

Pressure cell location on the slab (inch)0 20 40 60 80

0

2

4

6


At time = 73.7s

Pre

ssur

e(KPa)

Pressure cell location on the slab (inch)

0 20 40 60 800

2

4

6


At time = 73.8s

Pre

ssur

e(KPa)


0

2

4

6


At time = 73.9s

Pre

ssur

e(KPa)


0 20 40 60 800

2

4

6


At time = 74s

Pre

ssur

e(KPa)


0

2

4

6


At time = 74.1sPre

ssur

e(KPa)


0 20 40 60 800

2

4

6


At time = 74.2s

Pre

ssur

e(KPa)


0

2

4

6


At time = 74.3s

Pre

ssur

e(KPa)


42

Figure 46: 12 pressure readings from FPG pressure sensors and average pressure

66 67 68 69 70 71-5

0

5

10

15

20BN-WS50-WL10 Trial4 solitary wave height 123cm slab height 50cm still water height 10cm

Pre

ssur

e (K

Pa)

Time (s)


67.5 68.2

0 20 40 60 800

10

20


At time = 67.5s

Pre

ssur

e(KPa)


0

10

20


At time = 67.6s

Pre

ssur

e(KPa)


0 20 40 60 800

10

20


At time = 67.7s

Pre

ssur

e(KPa)


0

10

20


At time = 67.8s

Pre

ssur

e(KPa)


43

Figure 47: Pressure distribution at eight time instants for the bore height similar to the slab height


The maximum average uplift pressure was captured for each wave. Because the bore height

varied for the same wave conditions, the bore height was recorded for every wave for OSU phase

II experiment. The individual bore height was used to obtain theoretical velocity instead of using

the average bore height as in OSU phase I. The average uplift pressure defined as the maximum

uplift force divided by area of the slab was plotted for both dry bed and wet bed conditions

(Figure 48). Then, Cuv vs. β was plotted for both wet bed and dry bed conditions (Figure 49 and

Figure 50) and for all conditions tested (Figure 51). Cuv and β are defined in Equation (7) and

Equation (4).

0 20 40 60 800

10

20


At time = 67.9s

Pre

ssur

e(KPa)


0

10

20


At time = 68s

Pre

ssur

e(KPa)


0 20 40 60 800

10

20


At time = 68.1s

Pre

ssur

e(KPa)


0

10

20


At time = 68.2s

Pre

ssur

e(KPa)


44

Figure 48: Plot of average uplift pressure for both dry bed and wet bed condition for OSU phase II

Figure 49: Plot of Cuv vs. β for wet bed condition for OSU phase II

0

5

10

15

20

25

0 1 2 3 4 5


β (hs/hb)

Wave 119.7cm Water 30cm

Wave 79.8cm water 30cm







Wave 118cm Water 0cm

Slab 17cm water 0cm

Slab 25cm water 5cm

Slab 35cm water 10cm


Slab 75cm Water 30cm

0

0.5

1

1.5

2

2.5

3

3.5

0 1 2 3 4 5

Cuv=F/(0.5ρu2 BL)

β (hs/hb)









Slab 25cm water 5cm



Slab 75cm water 30 cm

45

Figure 50: Plot of Cuv vs. β for dry bed condition for OSU phase II

Figure 51: Plot of Cuv vs. β for both dry bed and wet bed conditions for OSU phase II

0

0.5

1

1.5

2

2.5

3

3.5

0 1 2 3 4 5

Cuv=F/(0.5ρ

u2BL)

β (hs/hb)


Slab 17cm water 0cm

0

0.5

1

1.5

2

2.5

3

3.5

0 1 2 3 4 5

Cuv=F/(0.5ρ

u2BL)

β (hs/hb)










Slab 17cm water 0cm

Slab 25cm water 5cm



Slab 75cm water 30 cm

46

4.1.3 UH DAM BREAK RESULTS

Table 8 lists the measured bore velocity and bore height for each size solitary wave and each

level of still water for the UH dam break experiment (Mohamed 2008).

Table 8: Bore speed, height for bore generated by UH dam break

4.1.3.1 Time histories of average uplift pressure on slab

In this experiment, the same instrumented slab element in OSU phase I was used as the structural

model in UH dam break experiment. The slab with solid wall configuration was studied for dry

bed and wet bed (2.5cm and 5cm downstream water level) conditions with various wave sizes.

Figure 52, Figure 53 and Figure 54 show typical time histories of the average pressure on the

underside of the floor slab at 8 cm elevation with downstream water level 2.5 cm for solitary

wave height 30 cm, 45 cm and 60 cm, respectively. The average uplift pressure is defined as the

resultant uplift force divided by the area of the slab. The UH dam break experiment was more

consistent for all the experiment runs. The variability in the magnitude of the uplift pressure

under identical test condition was smaller than for both OSU phase I and OSU phase II

experiments. Similar time histories of the uplift force for other slab elevations and wave

conditions are shown in Appendix C.

Downstream

still water

level, ds (cm)

Downstream

still water

level, ds (cm)

Downstream

still water

level, ds (cm)

Initial wave

Height (cm)

Bore speed,

u (cm/s)

Bore Height,

hb (cm)

Initial wave

Height (cm)

Bore speed,

u (cm/s)

Bore Height,

hb (cm)

Initial wave

Height (cm)

Bore speed,

u (cm/s)

Bore Height,

hb (cm)

60 228.07 7.72 60 217.15 13.76 60 237.83 24.14

45 208.88 4.58 45 167.24 10.42 45 167.61 12.01

30 195.44 4.00 30 133.96 7.24 30 143.16 8.02

50 2.5

47

Figure 52: Average uplift pressure on floor slab caused by 30 cm solitary wave with 2.5 cm water on reef


0 0.2 0.4 0.6 0.8 1 1.2-2

0

2

4

6

8

10

Time(s)

Ave

rage

Pre

ssur

e(kP

a)

Average Pressure Time Histories for Slab with Solid Wall with Wet Bed

UH Dam Break Trial 26UH Dam Break Trial 27UH Dam Break Trial 28UH Dam Break Trial 29UH Dam Break Trial 30

Slab height: 8cmSolitary wave height: 30cmStill water height: 2.5cmNo. of trial: 5

0 0.2 0.4 0.6 0.8 1 1.2-2

0

2

4

6

8

10

Time(s)

Ave

rage

Pre

ssur

e(kP

a)




48



The maximum uplift force was captured for each wave. The bore heights listed in Table 8 were

used to determine the theoretical bore velocities. The average uplift pressure vs. β was plotted for

both dry bed and wet bed conditions in Figure 55. Average pressure and β are defined in

Equation (3) and Equation (4). In addition, the Cuv vs. β was plotted for both dry bed and wet bed

condition (Figure 56 and Figure 57) and for all experiments in Figure 58. The Cuv and β are

defined in Equation (7) and Equation (4).

0 0.2 0.4 0.6 0.8 1 1.2-2

0

2

4

6

8

10

12

Time(s)

Ave

rage

Pre

ssur

e(kP

a)




49

Figure 55: Plot of Average uplift pressure vs. β for both dry bed and wet bed conditions for UH dam break

Figure 56: Plot of Cuv vs. β for wet bed conditions for UH dam break

0

2

4

6

8

10

12

14

16

18

0 0.5 1 1.5 2 2.5 3 3.5


β (hs/hb)

Dam 60cm water 5cm

Dam 45cm water 5cm

Dam 30cm water 5cm

Dam 60cm water 2.5cm



Dam 60cm water 0cm

Dam 45cm water 0cm

Dam 30cm water 0cm

0

2

4

6

8

10

12

14

0 0.5 1 1.5 2 2.5 3 3.5

Cuv=F/(0.5ρu2BL)

β (hs/hb)




Dam 30cm water 5cm

Dam 45cm water 5cm

Dam 60cm water 5cm

50

Figure 57: Plot of Cuv vs. β for dry bed conditions for UH dam break

Figure 58: Plot of Cuv vs. β for both dry bed and wet bed conditions for UH dam break

0

2

4

6

8

10

12

14

0 0.5 1 1.5 2 2.5 3 3.5

Cuv=F/(0.5ρu2BL)

β (hs/hb)

Dam 30cm water 0cm

Dam 45cm water 0cm

Dam 60cm water 0cm

0

2

4

6

8

10

12

14

0 0.5 1 1.5 2 2.5 3 3.5

Cuv=F/(0.5ρu2 BL)

β (hs/hb)

Dam 30cm water 0cm

Dam 45cm water 0cm

Dam 60cm water 0cm




Dam 30cm water 5cm

Dam 45cm water 5cm

Dam 60cm water 5cm

51

4.1.4 SUGGESTION FOR Cuv VALUE

Figure 59 shows the data for Cuv vs. β from all three experiments: OSU phase I, OSU phase II

and UH dam break. The scales and bore velocities in these three experiments are different. The

bores generated in the OSU phase II experiments were approximately twice the size of those

used in the OSU phase I experiments. Although the slab specimens were the same for OSU

Phase I and the UH dam break experiments, the Cuv values vary significantly. Figure 59 shows

that Cuv is not independent of scaling and cannot be used as a empirical expression for average

uplift pressure.

Figure 60 is the plot for average uplift pressure vs. β from OSU phase I, OSU phase II and UH

dam break. Average uplift pressures from three experiments shown in Figure 60 distribute in the

same range even thought the scales are different in three experiments. Waves where the bore

height is significantly smaller than the slab height (ie. large β values) result in very little uplift on

the slab. This is because the bore runup on the wall does not apply a significant load on the slab

soffit. Data for waves with β larger than 3.5 were therefore disregarded. In order to provide

empirically based expressions for average slab uplift pressure, envelopes were generated that

enclose 85%, 90% and 95% of data as shown in Figure 60.

52

Figure 59: Plot for Cuv vs. β based on the data from OSU phase I, OSU phase II and UH dam break

Figure 60: Plot for average uplift pressure vs. β based on the data from OSU phase I, OSU phase II and UH

dam break

0

2

4

6

8

10

12

14

0 1 2 3 4 5 6

Cuv=F/(0.5ρu

2 BL)

β (hs/hb)

OSU phase I

OSU phase II

UH dam break

0

5

10

15

20

25

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5


β (hs/hb)

OSU phase II

OSU phase I

UH dam break

Envelope for 85% data below



11.22

12.74

15.46

Cut off at 3.5

53

The expressions for these envelopes are as follows:

For envelope which 85% data below

5.61 19.635 11.22 (10)


6.37 22.295 12.74 (11)


7.73 17.055 15.46 (12)

4.2 SLAB WITH PERFORATED WALL IN OSU PHASE I

In order to investigate how the average uplift pressure varies with the percentage closure of the

flume, experiments were performed with the same slab specimen but with a perforated wall in

place of the solid wall behind the slab. Different column sizes were used to create a perforated

wall with percentage closure of 7%, 21%, 42%, and 64%. Runs were also performed with no

columns obstructing the flow under the slab, representing 0% closure. The solid wall

experiments represent a 100% closure. Two test configurations were considered in OSU phase I;

slab at 10cm with no water on reef, and slab at 20cm with 10 cm water on reef. Figure 61 shows

the average uplift pressure vs. percentage of wall closure (Cc) for 20cm waves over a dry reef

with the slab at 10cm elevation. Each point represents the average of 3 to 5 wave trials. Figure 62

shows the mean plus range of the average values from Figure 61. Similar plots for the other wave

and slab height conditions are shown in Figure 64 to Figure 72. In general, the data in each plot

follow a linear trend. For design purposes it is suggested that the uplift force from the 100%

closure condition (solid wall) be reduced by the percentage of closure to estimate the uplift on a

partially blocked condition. A minimum uplift pressure of 1 kPa is recommended for low values

of Cc. This design guideline given in Equation 18 is shown in each of the perforated wall plots.

1 (13)

54

Figure 61: Slab uplift for 20 cm solitary wave over dry bed

Figure 62: Mean slab uplift and range for 20cm solitary wave over dry bed

0

2

4

6

8

10

12

0 20 40 60 80 100 120


Closure coefficient, Cc (%)

Slab height, hs=10cmStillwater height, ds=0cmWave height, as=20cm

Bore height, hb=4.95cm

0

2

4

6

8

10

12

0 20 40 60 80 100 120



Slab height, hs=10cmStillwater height, ds=0cmWave height, as=20cmBore height, hb=4.95cm

55



0

2

4

6

8

10

12

14

16

18

20

0 20 40 60 80 100 120



Slab height, hs=10cmStill water height, ds=0cmWave height, as=40cm


0

2

4

6

8

10

12

14

16

18

20

0 20 40 60 80 100 120





56



0

2

4

6

8

10

12

14

16

0 20 40 60 80 100 120





0

2

4

6

8

10

12

14

16

0 20 40 60 80 100 120





57

Figure 67: Slab uplift for 20 cm solitary wave over wet bed

Figure 68: Mean slab uplift and range for 20cm solitary wave over wet bed

0

1

2

3

4

5

6

7

8

0 20 40 60 80 100 120


Closure Coefficient, Cc (%)



0

1

2

3

4

5

6

7

8

0 20 40 60 80 100 120





58



0

1

2

3

4

5

6

7

0 20 40 60 80 100 120



Slab height, hs=20cmStillwater height, ds=10cmWave height, as=40cmBore height, hb=26.98cm

0

1

2

3

4

5

6

7

0 20 40 60 80 100 120





59



0

1

2

3

4

5

6

7

8

0 20 40 60 80 100 120





0

1

2

3

4

5

6

7

8

0 20 40 60 80 100 120





61

5 SUMMARY AND CONCLUSIONS

The tsunami average uplift pressure on the underside of a floor slab caused by a tsunami bore

was investigated using different scale experiments in hopes of providing the engineering

community with design guidelines for designing the uplift force on the floor slab. The tsunami

bore height and theoretical bore velocities used here are based on a previous study by Mohamed

(2008). The tsunami average uplift pressure varied with bore height, slab height, standing water

height and percentage wall closure. Based on these experiments, the following conclusions were

drawn.

The average uplift pressure on the soffit of the slab appears to be independent of scale.

Envelopes of average uplift pressure were generated to enclose 85%, 90% and 95% of the

experimental data. The expressions for these envelopes are given in Equation (10),

Equation (11) and Equation (12), respectively, and are recommended for estimating the

maximum uplift pressure on the slab soffit for the solid wall configuration.

When the slab height exceeds 3.5 times the bore height, the uplift on the slab is small and

can be neglected.

For the slab with perforated wall, it was found that the average uplift pressure linearly

increases with the percentage of blockage. From these results the average uplift pressure

can be estimated using Equation (13) based on the average uplift pressure for the solid

wall condition (100% blockage). The minimum recommended value for average uplift

pressure is 1 kPa.

63

6 REFERENCES

ATC64. Guidelines for Design of Structures for Vertical Evacuation from Tsunamis. FEMA

P646. Federal Emergency Management Agency, June 2008.

Bogdan Iwanowski, et al, 2002; Subsidence of the ekofisk platforms: wave in deck impact study.

Various wave models and computational methods. OMAE2002-28063

CAEE, 2005; The December 26, 2004 Sumatra Earthquake and Tsunami, Canadian Association

for Earthquake Engineering

Cuomo, G., Tirindelli, M., Allsop, W., 2007; Wave-in-deck loads on exposed jetties, Coastal

Engineering 54, pp 657-679

Cuomo, G., Shimonsako, K., Takahashi, S., 2009. Wave-in-deck loads on coastal bridges and

the role of air. Coastal Engineering 56, pp 793-809.

Robertson, I.N., Riggs, H.R., Mohamed, A., 2008. Experimental results of tsunami bore forces

on structures. OMAE 2008-57525

Mohamed, Abdulla, 2008. Characterization of tsunami-like bores in support of loading on

structures. M. S. thesis, Department of Ocean and Resources Engineering, University of Hawaii

at Manoa.

Ould el Moctar, et al, 2007. Wave load and structural analysis for a jack-up platform in freak

waves. OMAE2007-29434

65

Appendix A. OSU PHASE I EXPERIMENTS

Slab dimensions: 14 inch (length) x 28 inch (width)

Appendix A - 1: Uplift force on 10 cm floor slab with solid wall for bores caused by 20 cm solitary wave with

no water on reef

Appendix A - 2: Uplift force on 10 cm floor slab with solid wall for bore caused by 40 cm solitary wave with

no water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)

Uplift Resultant Force on the Slab with Solid Wall

slab 10cm wave 20cm water 0cm RC-10-SW-15 Trial 1

RC-10-SW-15 Trial 3RC-05-SS-15 Trial 35RC-05-SS-15 Trial 36

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

Time(s)

For

ce(K

N)


slab 10cm wave 40cm water 0cm RC-10-SW-15 Trial 4RC-10-SW-15 Trial 5RC-10-SW-15 Trial 6RC-05-SS-15 Trial 41RC-05-SS-15 Trial 42

66


no water on reef


no water on reef


no water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

Time(s)

For

ce(K

N)


slab 10cm wave 60cm water 0cm RC-10-SW-15 Trial 7RC-10-SW-15 Trial 8RC-05-SS-15 Trial 43RC-05-SS-15 Trial 44

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

Time(s)

For

ce(K

N)



RC-10-SW-15 Trial 16RC-10-SW-15 Trial 17

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

Time(s)

For

ce(K

N)



RC-10-SW-15 Trial 19

67


no water on reef


no water on reef


no water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-1

0

1

2

3

4

5

6

7

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.02

0

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0.16

0.18

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

Time(s)

For

ce(K

N)


slab 20cm wave 40cm water 0cm

RC-10-SW-15 Trial 27RC-10-SW-15 Trial 28RC-10-SW-15 Trial 29RC-10-SW-15 Trial 30

68


no water on reef


no water on reef


no water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.02

0

0.02

0.04

0.06

0.08

0.1

Time(s)

For

ce(K

N)



RC-10-SW-15 Trial 36RC-10-SW-15 Trial 37RC-10-SW-15 Trial 38

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




69


no water on reef


no water on reef


no water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




70


10 cm water on reef


10 cm water on reef


10 cm water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

Time(s)

For

ce(K

N)



RC-05-SS-15 Trial 119RC-05-SS-15 Trial 120

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

Time(s)

For

ce(K

N)




71


10 cm water on reef


10 cm water on reef


10 cm water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)


slab 15cm wave 20cm water 10cm RC-10-SW-15 Trial 101RC-10-SW-15 Trial 102

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)


slab 15cm wave 40cm water 10cm RC-10-SW-15 Trial 105RC-10-SW-15 Trial 106

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




72


10 cm water on reef


10 cm water on reef


10 cm water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)



RC-05-SS-15 Trial 26RC-05-SS-15 Trial 27RC-05-SS-15 Trial 28RC-10-SW-15 Trial 94RC-10-SW-15 Trial 95

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

Time(s)

For

ce(K

N)



RC-05-SS-15 Trial 29RC-05-SS-15 Trial 30RC-10-SW-15 Trial 96

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

Time(s)

For

ce(K

N)



RC-05-SS-15 Trial 31RC-05-SS-15 Trial 32RC-10-SW-15 Trial 97RC-10-SW-15 Trial 98

73


10 cm water on reef


10 cm water on reef


10 cm water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)


slab 25cm wave 20cm water 10cm RC-10-SW-15 Trial 82RC-10-SW-15 Trial 83RC-10-SW-15 Trial 84RC-10-SW-15 Trial 85

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




74


10 cm water on reef


10 cm water on reef


10 cm water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)


slab 30cm wave 40cm water 10cm RC-10-SW-15 Trial 63RC-10-SW-15 Trial 64RC-10-SW-15 Trial 72RC-10-SW-15 Trial 73

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




75


water on reef


water on reef

Appendix A - 32: Uplift force on 10 cm floor slab with perforated wall for bore caused by 20 cm solitary wave

with no water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.05

0

0.05

0.1

0.15

0.2

Time(s)

For

ce(K

N)

Uplift Resultant Force on the Slab with Perforated Wall

slab 10cm wave 40cm water 0cm no wall

RC-10-SS-15 Trial 105RC-10-SS-15 Trial 106RC-05-SS-15 Trial 75RC-05-SS-15 Trial 76

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.05

0

0.05

0.1

0.15

0.2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.01

-0.005

0

0.005

0.01

0.015

0.02

0.025

Time(s)

For

ce(K

N)


slab 10cm wave 20cm water 0cm (3)2x2 columns

RC-10-SS-15 Trial 91RC-10-SS-15 Trial 92RC-05-SS-15 Trial 62

76







0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4-0.02

0

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0.16

0.18

Time(s)

For

ce(K

N)


slab 10cm wave 20cm water 0cm (3)6x2 columns RC-05-SS-15 Trial 53RC-05-SS-15 Trial 54RC-05-SS-15 Trial 55RC-10-SS-15 Trial 86RC-10-SS-15 Trial 87

77







0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

Time(s)

For

ce(K

N)




78







0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

Time(s)

For

ce(K

N)




79





Appendix A - 44: Uplift force on 20 cm floor slab without wall for bore caused by 20 cm solitary wave with 10

cm water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 3.2 3.4-0.02

-0.01

0

0.01

0.02

0.03

0.04

0.05

0.06

0.07

0.08

Time(s)

For

ce(K

N)



RC-10-SS-15 Trial 52RC-10-SS-15 Trial 53RC-10-SS-15 Trial 54RC-05-SS-15 Trial 15RC-05-SS-15 Trial 16

80


cm water on reef


cm water on reef


with 10 cm water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3-0.02

0

0.02

0.04

0.06

0.08

0.1

0.12

0.14

Time(s)

For

ce(K

N)


slab 20cm wave 40cm water 10cm no wall RC-10-SS-15 Trial 55RC-10-SS-15 Trial 56RC-10-SS-15 Trial 57RC-05-SS-15 Trial 17RC-05-SS-15 Trial 18

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 3.2 3.4-0.02

0

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0.16

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 3.2 3.4-0.02

0

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0.16

Time(s)

For

ce(K

N)




81







0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

Time(s)

For

ce(K

N)




82







0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

0.45

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

Time(s)

For

ce(K

N)




83







0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




84





0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

Time(s)

For

ce(K

N)




85

Appendix B. OSU PHASE II EXPERIMENTS



no water on reef


no water on reef

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 3.2 3.4 3.6 3.8 4 4.2 4.4-1

0

1

2

3

4

5

6

7

8

9

Time(s)

For

ce(K

N))

Uplift Resultant Force on the Slab

slab 17cm downstream water 0cm wave height 23.6cm


0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

Time(s)

For

ce(K

N))



BN-WS17-WL0 Trial 4BN-WS17-WL0 Trial 19

86


no water on reef


no water on reef


no water on reef

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

40

45

Time(s)

For

ce(K

N))


slab 17cm downstream water 0cm wave height 59cm


0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))

Force for Wave Height=70.8cm



87


no water on reef

Appendix B - 7: Uplift force on 17 cm floor slab with solid wall for bore caused by 106.2 cm solitary wave



no water on reef

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

90

100

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

90

100

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

120

Time(s)

For

ce(K

N))




88


5 cm water on reef





0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

120

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

Time(s)

For

ce(K

N))



BN-WS17-WL10 Trial 2BN-WS17-WL10 Trial 5BN-WS17-WL10 Trial 6

89


no water on reef





0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-2

0

2

4

6

8

10

12

14

16

18

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

Time(s)

For

ce(K

N))




90







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

40

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

Time(s)

For

ce(K

N))




91







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 3.2 3.4 3.6 3.8 4 4.2 4.4-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))




0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 3.2 3.4 3.6 3.8 4 4.2 4.4-10

0

10

20

30

40

50

60

70

80

Time(s)

For

ce(K

N))




92




10 cm water on reef



0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

Time(s)

For

ce(K

N))




93


20 cm water on reef


no water on reef



0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

120

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

Time(s)

For

ce(K

N))




94







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

Time(s)

For

ce(K

N))




95







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

40

45

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

Time(s)

For

ce(K

N))




96






10 cm water on reef

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

90

Time(s)

For

ce(K

N))

Force for Wave Height=123cm



97




20 cm water on reef



0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

40

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

40

45

50

Time(s)

For

ce(K

N))




98




no water on reef



0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-1

0

1

2

3

4

5

6

7

8

Time(s)

For

ce(K

N))




99






10 cm water on reef

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

120

140

160

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

120

140

Time(s)

For

ce(K

N))




100







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-2

0

2

4

6

8

10

12

14

16

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

Time(s)

For

ce(K

N))




101


20 cm water on reef


20 cm water on reef



0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

40

45

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

40

45

50

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

Time(s)

For

ce(K

N))




102


20 cm water on reef





0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

40

45

50

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

Time(s)

For

ce(K

N))




103







0 0.8 1.6 2.4 3.2 4 4.8 5.6 6.4 7.2 8-0.1

-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

Time(s)

For

ce(K

N))



BS3-WS75-WL0 Trial 2BS3-WS75-WL0 Trial 10BS4-WS75-WL0 Trial 1BS4-WS75-WL0 Trial 7

0 0.8 1.6 2.4 3.2 4 4.8 5.6 6.4 7.2 8 8.4-0.1

-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

Time(s)

For

ce(K

N))



BS3-WS75-WL0 Trial 3BS4-WS75-WL0 Trial 8

0 0.8 1.6 2.4 3.2 4 4.8 5.6 6.4 7.2 8 8.4-0.1

-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

Time(s)

For

ce(K

N))



BS3-WS75-WL0 Trial 4BS4-WS75-WL0 Trial 1BS4-WS75-WL0 Trial 9

104


no water on reef





0 0.8 1.6 2.4 3.2 4 4.8 5.6 6.4 7.2 8 8.4-0.1

-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

Time(s)

For

ce(K

N))



BS3-WS75-WL0 Trial 5

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.4

-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-1

-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N))




105




no water on reef



0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

5

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.1

-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

Time(s)

For

ce(K

N))




106







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.8

-0.6

-0.4

-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N))




107







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-1.5

-1

-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-4

-2

0

2

4

6

8

10

12

14

16

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

Time(s)

For

ce(K

N))




108



Appendix B - 70: t force on 75 cm floor slab with solid wall for bore caused by 24.6 cm solitary wave with 10

cm water on reef



0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.1

-0.05

0

0.05

0.1

0.15

0.2

0.25

Time(s)

For

ce(K

N))



BS3-WS75-WL10 Trial 2BS3-WS75-WL10 Trial 11BS4-WS75-WL10 Trial 7

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.1

-0.05

0

0.05

0.1

0.15

0.2

Time(s)

For

ce(K

N))




109







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-0.8

-0.6

-0.4

-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-1.5

-1

-0.5

0

0.5

1

1.5

2

2.5

3

3.5

Time(s)

For

ce(K

N))




110







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-2

0

2

4

6

8

10

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

40

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

Time(s)

For

ce(K

N))




111


10 cm water on reef


10 cm water on reef



0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4

-0.2

0

0.2

0.4

0.6

0.8

Time(s)

For

ce(K

N))




112






20 cm water on reef

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.44.4-1

-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-2

-1

0

1

2

3

4

5

6

7

8

9

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

Time(s)

For

ce(K

N))




113







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

120

140

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

120

Time(s)

For

ce(K

N))




114


20 cm water on reef





0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

120

140

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-2

-1

0

1

2

3

4

5

6

7

8

Time(s)

For

ce(K

N))



BS3-WS75-WL30 Trial 2BS3-WS75-WL30 Trial 9BS4-WS75-WL30 Trial 1BS4-WS75-WL30 Trial 8BN-WS75-WL30 Trial 2BN-WS75-WL30 Trial 10

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))



BS3-WS75-WL30 Trial 10BS4-WS75-WL30 Trial 2BS4-WS75-WL30 Trial 10BN-WS75-WL30 Trial 4BN-WS75-WL30 Trial 12

115







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

Time(s)

For

ce(K

N))



BS3-WS75-WL30 Trial 5BS4-WS75-WL30 Trial 11BN-WS75-WL30 Trial 5BN-WS75-WL30 Trial 13

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

Time(s)

For

ce(K

N))



BS3-WS75-WL30 Trial 6BS3-WS75-WL30 Trial 11BS4-WS75-WL30 Trial 3BS4-WS75-WL30 Trial 12BN-WS75-WL30 Trial 6

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

Time(s)

For

ce(K

N))



BS3-WS75-WL30 Trial 7BS3-WS75-WL30 Trial 12BS4-WS75-WL30 Trial 4BS4-WS75-WL30 Trial 13BN-WS75-WL30 Trial 7BN-WS75-WL30 Trial 14

116







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

90

Time(s)

For

ce(K

N))



BS3-WS75-WL30 Trial 8BS4-WS75-WL30 Trial 6BN-WS75-WL30 Trial 8BN-WS75-WL30 Trial 15

0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-4

-2

0

2

4

6

8

10

12

14

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4

-0.2

0

0.2

0.4

0.6

0.8

Time(s)

For

ce(K

N))




117

Appendix B - 96: Uplift force on 100 cm floor slab with solid wall for bore caused by 123 cm solitary wave






0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-1

-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

80

Time(s)

For

ce(K

N))




118







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

35

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-20

0

20

40

60

80

100

120

140

Time(s)

For

ce(K

N))

Uplift Resultant Force on the slab



0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-4

-2

0

2

4

6

8

Time(s)

For

ce(K

N))




119







0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

25

30

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-5

0

5

10

15

20

Time(s)

For

ce(K

N))




0 0.4 0.8 1.2 1.6 2 2.4 2.8 3.2 3.6 4 4.4-10

0

10

20

30

40

50

60

70

Time(s)

For

ce(K

N))




121

Appendix C. UH DAM BREAK EXPERIMENTS


Appendix C - 1: Uplift force on 1 cm floor slab with solid wall for bore caused by 30 cm initial dam height

with 0 cm downstream water level



0 0.2 0.4 0.6 0.8 1 1.2-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

0.45

Time(s)

For

ce(K

N)

Uplift Force on the Slab with Solid Wall

slab height:1cmDam height:30cmWater height:0cm


0 0.2 0.4 0.6 0.8 1 1.2-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

Time(s)

For

ce(K

N)




122







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

Time(s)

For

ce(K

N)




123







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




124







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

Time(s)

For

ce(K

N)




125


with 2.5 cm downstream water level





0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)


slab height:4cmDam height:30cmWater height:2.5cm


0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

Time(s)

For

ce(K

N)




126







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

Time(s)

For

ce(K

N)




127







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

Time(s)

For

ce(K

N)




128







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




129







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)



UH Dam Break Trial 2UH Dam Break Trial 3UH Dam Break Trial 4UH Dam Break Trial 5

130







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

Time(s)

For

ce(K

N)




131



Appendix C - 31: Uplift force on 8 cm floor slab with solid wall for bore caused by 45 cm initial dam height with 2.5 cm downstream water level



0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




132







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




133







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

Time(s)

For

ce(K

N)




134







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




135







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




136







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

Time(s)

For

ce(K

N)




137







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

Time(s)

For

ce(K

N)




138







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)



UH Dam Break Trial 16UH Dam Break Trial 17UH Dam Break Trial 18UH Dam Break Trial 19UH Dam Break Trial 20UH Dam Break Trial 21

0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




139







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

Time(s)

For

ce(K

N)




140







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




141







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

Time(s)

For

ce(K

N)




142







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




143







0 0.2 0.4 0.6 0.8 1 1.2 1.40

0.2

0.4

0.6

0.8

1

1.2

1.4

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.05

0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

0.45

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

Time(s)

For

ce(K

N)




144







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

Time(s)

For

ce(K

N)




145







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

Time(s)

For

ce(K

N)




146







0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.5

0

0.5

1

1.5

2

2.5

Time(s)

For

ce(K

N)




147





0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

Time(s)

For

ce(K

N)




0 0.2 0.4 0.6 0.8 1 1.2 1.4-0.2

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

Time(s)

For

ce(K

N)




uplift loading on elevated floor slab due to a …

Documents