PERFORMANCE OF HORIZONTAL SOIL HOOK …Keputusan analisis teori yang menyeluruh tentang ciri-ciri...
Transcript of PERFORMANCE OF HORIZONTAL SOIL HOOK …Keputusan analisis teori yang menyeluruh tentang ciri-ciri...
PERFORMANCE OF HORIZONTAL SOIL HOOK SYSTEM IN SAND
HAMED NIROUMAND
A thesis submitted in fulfillment of the
requirements for the award of the degree of
Master of Engineering (Geotechnics)
Department of Geotechnics and Transportation
Faculty of Civil Engineering
Universiti Teknologi Malaysia
March, 2010
May 05, 2010
Librarian
Perpustakaan Sultanah Zanariah
UTM, Skudai
Johor
Sir,
CLASSIFICATION OF THESIS AS RESTRICTED PERFORMANCE OF HORIZONTAL SOIL HOOK SYSTEM IN SAND
Please be informed that the above mentioned thesis entitled " PERFORMANCE
be classified as a period of three (3) years from the date of this letter. The reasons
for this classification are
(i)
(ii)
(iii)
Thank you.
Sincerely yours,
Department of Geotechnical Engineering,
Hamed Niroumand
OF HORIZONTAL SOIL HOOK SYSTEM IN SAND " RESTRICTED for
This system is a new method and invention,
Prof.Dr.Khairul Anuar Kassim
Faculty of Civil Engineering,Universiti Teknologi Malaysia
iii
Dedication
To my wife & my parents
iv
ACKNOWLEDGMENT
The author wishes to express profound gratitude to his advisor Prof. Dr.
Khairul Anuar Kassim, for his direct supervision, continues advice and guidance
throughout the work of this research. The author was gratefully acknowledgement
invaluable, help, and patience.
Thanks and appreciations are due to Department of Geotechnical
Engineering, who provided valuable discussion in this research. Acknowledgment
are also due to the entire laboratory technician Mr. Zul and another their
colleagues who patiently provided assistance on the experimental portion of this
research.
Finally, the author wishes to express special thanks and appreciate to his
parents and family for the emotional support and love. Special thanks to author s
wife, for her love, sacrifice and continuous struggle towards the accomplishment
of this research.
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ABSTRACT
Structures like buried pipelines, transmission towers and earth structures
subjected to considerable vertical or horizontal pullout forces are usually
supported by anchors. The anchors are helical or plate systems which require
excavation and grout in their applications. During the last fifty years, many
researchers focused on pullout capacity of anchors. Comparison between
experimental and theoretical analyses has been performed to validate the ultimate
pullout load of anchors. The aim of this research is to obtain breakout factor and
ultimate pullout capacity load of Soil Hook System (SHS) and compares it with
previous finding by different researchers. SHS is a new anchor system base on the
state of the art of plate anchors that does not require grout and excavation in their
applications. The experiments were conducted in a chamber box. Two sizes of
SHS with the length 297 and 159 mm were used. For the 159 mm long SHS, an
embedment ratio between 1 and 7 were employed. For the SHS of length 297mm
the embedment ratio used were between 1 to 4. Both SHS were tested in loose and
dense sand. Dry sand with unit weight of
and
were used for loose and dense sand packing respectively. The
results of a comprehensive theoretical analysis on the behavior of SHS were
presented. These include hook size, ultimate pullout capacity; pull out load, and
breakout factor. It was found that the pullout load capacity and breakout of SHS
was similar to the works done by the previous researchers in plate anchors. The
results show that the failure mechanism pattern around the SHS at shallow and
deep levels were similar to the rupture surface pattern from previous researchers.
This research has solved the problem of the installation of anchors into sand with
SHS without the need to grout or excavate.
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ABSTRAK
Struktur seperti rangkaian paip tertanam, menara talian dan struktur bumi
yang dikenakan daya tarikan menegak atau mendatar kebiasaan nya disokong oleh
penambat. Penambat sistem heliks atau plat memerlukan penggalian dan turapan
didalam penggunaannya. Sepanjang lima puluh tahun, para penyelidik hanya
menumpukan pada keupayaan tarik keluar penambat. Perbandingan antara
analisis eksperimen dan teori telah dilakukan untuk menilai semula beban
penarikan keluar muktamad penambat. Tujuan utama penyelidikan ini adalah
untuk mendapatkan nilai faktor putus dan keupayaan tarikan keluar muktamad
sistem cangkuk dan membandingkannya dengan penyelidikan sebelumnya oleh
penyelidik dari seluruh dunia. Sistem cangkuk tanah merupakan sistem penambat
baru kerana seni reka bentuk pada penambat yang tidak memerlukan penggalian
dan turapan dalam penggunaannya. Ujikaji dijalankan di dalam kotak kebuk yang
memuatkan dua saiz sistem cangkuk dengan panjang 297 dan 159 mm. Untuk
sistem cangkuk tanah bagi, panjang 159 mm, tanah nisbah kedalaman yang
digunakan adalah antara 1 dan 7. Sistem cangkuk tanah bagi panjang 297mm
nisbah kedalaman yang digunakan adalah antara 1 hingga 4. Kedua-dua sistem
cangkuk ditanam dalam pasir longgar dan padat. Pasir kering dengan berat unit
dan
digunakan untuk pasir longgar dan
padat. Keputusan analisis teori yang menyeluruh tentang ciri-ciri sistem tanah
cangkuk dihuraikan. Ini termasuk dimensi cangkuk, keupayaan tarik keluar
muktamad, beban tarik keluar dan faktor putus. Dapat dilihat bahawa keupayaan
beban tarik keluar dan putus bagi sistem cangkuk adalah sama dengan hasil ujikaji
oleh penyelidik sebelumnya dalam penambat plat. Keputusan kajian menunjukkan
bahawa pola mekanisma kegagalan di sekitar cangkuk tanah pada paras cetek dan
dalam adalah sama dengan pola pecah permukaan oleh para penyelidik yang lepas.
Penyelidikan ini telah menyelesaikan masalah pemasangan penambat didalam
tanah pasir dengan sistem cangkuk tanah tanpa perlu penggalian dan turapan.
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TABLE OF CONTENTS
CHAPTER CONTENTS PAGE
TITLE i
DECLARATION ii
DEDICATION iii
ACKNOWLEDGEMENT iv
ABSTRACT v
ABSTRAK vi
LIST OF TABLES xi
LIST OF FIGURES xii
LIST OF NOTATIONS xvi
LIST OF APPENDICES xviii
1 INTRODUCTION 1
1.1 Introduction 1
1.2 Statement of Problem 1
1.3 Objectives of Research 2
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1.4 Scope of Study 2
1.5 Thesis Outline 3
1.6 Expected Finding 4
2 LITERATURE REVIEW 5
2.1 Introduction 5
2.2 Review of Previous Experimental Works 6
2.2.1 Methods of Analysis in Anchor Plate 8
2.2.2 Previous Experimental Works 9
2.2.3 Recent Experimental Work 14
2.2.4 Limitations of Experimental Work 17
2.3 Preview of Previous Theoretical and Numerical Work 18
2.3.1 Numerical Methods 19
2.3.2 Recent Numerical Work 28
2.3.3 Limitations of Numerical Work 35
3 RESEARCH METHODOLOGY 38
3.1 Introduction 38
3.2 Testing Program 38
3.3 Chamber Box Arrangement 39
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3.4 Testing Procedure in Chamber Box 42
3.5 Experimental Program 43
3.5.1 Properties of Sand 43
3.5.2 Soil Hook System (SHS) Materials 47
3.5.3 Chamber Box 49
3.5.4 Failure Mechanism 52
3.6 Theoretical Analysis 54
4 EXPERIMENTAL RESULTS 56
4.1 Introduction 56
4.2 Soil Hook System (SHS) in Chamber Box 57
4.2.1 Soil Hook System (SHS) in Chamber Box 57
4.2.1.1 The Effect of Embedment Ratio 57
4.2.1.2 The Effect of Sand Density 63
4.2.1.4 Break out Factor 64
4.3 Failure Mechanism 66
4.3.1 Failure Mechanism in Loose Sand 66
4.5.2 Failure Mechanism in Dense Sand 71
4.5.3 Summary of Failure Mechanism 74
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5 COMPARISON BETWEEN EXISTING THEORIES AND
EXPERIMENTAL WORKS 75
5.1 Introduction 75
5.2 Assumption in Comparison Work 75
5.3 Comparison of the Breakout Factor and Existing Theoretical Breakout Factor 76
5.3.1 Comparison of the Breakout Factor and Existing Theoretical Breakout Factor in Loose Sand 77
5.3.2 Comparison of the Breakout Factor and Existing Theoretical Breakout Factor in Dense Sand 79
6 CONCLUSIONS 82
6.1 Conclusion on the Research 82
6.2 Suggestion for Future Research 83
REFERENCES 84
APPENDICES 87
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LIST OF TABLES
Table Title Page
2.1 Last Experimental Models Tests on Horizontal Anchors in sand 17
2.2 Previous Theoretical Analysis on Horizontal Anchors in sand 37
3.1 Parameters of Sample Tested 46
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LIST OF FIGURES
Figure Title Page
2.1 Failure Surface Assumed by Mors (1959) 8
2.2 Failure Surface Assumed by Downs & Chieurzzi (1959) 9
2.3 Failure Surface Assumed by Balla (1961) 10
2.4 Laboratory Test Devices of Lidija and Pavao (2003) 14
2.5 Scheme of Laboratory Tested for Pullout Test of Lidija and Pavao (2003) 15
2.6 Load/Displacement Curves of Murray and Geddes (2006):
(a) Very Dense Sand; (b) Medium Dense Sand 15
2.7 3D view of the chosen experimental set up of Kumar and Bhoi (2008) 16
2.8 Failure surface assumed by Mors (1959) 20
2.9 Anchor under pullout test 21
2.10 Variation of F1+F3 Based on Balla s Result (1961) 22
2.11 Variation of Ku Based on Meyerhof and Adams (1968) 24
2.12Variation of m Based on Meyerhof and Adams (1968) 24
2.13 View of Tests of Vesic (1971) 25
2.14 Breakout Factor in Strip Anchor Plate of Vesic (1971) 25
2.15 Failure Surface assumed by Veesaert and Clemence(1977) 26
2.16 Variation of Capacity Factor F
in Rowe and Davis (1982) 27
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2.17 Problem Definition by Merfield and Sloan (2006) 30
2.18 Mesh for Square Anchor Plate by Merfield and Sloan (2006) 30
2.19 Mesh for Circular Anchor Plate by Merfield and Sloan (2006) 31
2.20 Very Fine Mesh in Analysis of a Strip Anchor with an Embedment Ratio L/D=7 in PLAXIS by Dickin and Laman (2007) 32
2.21 Coarse Mesh in Analysis of a Strip Anchor with an Embedment Ratio L/D=7 in PLAXIS by Dickin and Laman (2007) 32
2.22 Breakout Factors Finding in Loose Sand in Dickin & Laman (2007) 33
2.23 Breakout Factors Finding in Dense Sand in Dickin & Laman (2007) 33
2.24 Definition of the Problem by Kumar and Bhoi (2008) 34
2.25 (a) Position and Loading of Anchors & (b) Boundary Condition by Kuzer and Kumar (2009) 35
3.1 View of Pullout Test 39
3.2 View Elevation of Data Logger 40
3.3 View of Motor Winch System 40
3.4 View of Soil Hook Systems (SHS) Details 41
3.5 View of Primary Vehicles 41
3.6 Top View of Chamber Box 42
3.7 View of Seive Test 44
3.8 Variations of Grain Size Distribution of Sand 44
3.9 View of Direct Shear Test 45
3.10 View of Variations of Shear Stress with Normal Stress 45
3.11 Soil Hook Systems (SHS) with Length 297mm & 159mm 47
3.12 Small Soil Hook System (SHS) with Length159mm 48
3.13 View of Analysis of Soil Hook System (SHS) in 4m in CATIA 48
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3.14 View of Finite Element Mesh of Soil Hook System (SHS) 49
3.15 Sand Packing in Chamber Box 50
3.16 Position of Soil Hook System (SHS) in Compacting 51
3.17 View of Line Definer in Pullout 51
3.18 View of Testing Still Running 52
3.19 View of Failure Mechanism 53
4.1 Variations of Pullout Load with Embedment Ratio L/D for Small Soil Hook System (SHS) in Loose Sand 58
4.2 Variations of Pullout Load with Embedment Ratio L/D for Small Soil Hook System (SHS) in Dense Sand 58
4.3 Variations of Pullout Load with Embedment Ratio L/D for Big Soil Hook System (SHS) in Loose Sand 59
4.4 Variations of Pullout Load with Embedment Ratio L/D for Big Soil Hook System (SHS) in Dense Sand 59
4.5 Result of Pullout Load with Embedment Ratio L/D for Small Soil Hook System (SHS) in Loose Sand 60
4.6 Result of Pullout Load with Embedment Ratio L/D for Big Soil Hook System (SHS) in Loose Sand 61
4.7 Result of Pullout Load with Embedment Ratio L/D for Small Soil Hook System (SHS) in Dense Sand 62
4.8 Result of Pullout Load with Embedment Ratio L/D for Small Soil Hook System (SHS) in Dense Sand 62
4.9 Variations of pullout Load with Embedment Ratio L/D for Small Soil Hook System (SHS) in Loose and Dense Sand 63
4.10 Variations of pullout Load with Embedment Ratio L/D for Big Soil Hook System (SHS) in Loose and Dense Sand 64
4.11 Variations of Break out with Embedment Ratio L/D for Small and Big Soil Hook System (SHS) in Loose Sand 65
4.12 Variations of Break out with Embedment Ratio L/D for Small and Big Soil Hook System (SHS) in Dense Sand 65
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4.13 Failure Mechanism Setup 67
4.14 Front Elevation for Failure Mechanism Test in Loose Sand 67
4.15 Front Elevations for Failure Mechanism Testing in Loose Sand. Rotation Zone Was Start to Developed Shear Plane Indicated by Lines. 68
4.16 Front Elevations for Failure Mechanism Testing in Loose Sand. Rotation Zone Was Indicated by Lines. 68
4.17 Front Elevations for Failure Mechanism Testing in Loose Sand. Different Steps of Rotation in Small Model Were Indicated by Lines. 69
4.18 Front Elevations for Failure Mechanism Testing in Loose Sand. Last Step of Rotation in Small Model Was Indicated by Lines. 69
4.19 Schematic Diagram of Failure Mechanism in Loose Sand 70
4.20 Final Schematic of Failure Zones of Small Soil Hook System (SHS) in Loose Sand 70
4.21 View of Setup Failure Mechanism in Dense Sand 71
4.22 View of Different Dense Sand Layers 72
4.23 Front Elevation for Failure Mechanism Testing of Small Soil Hook System (SHS) in Dense Sand, Model Start to Move Indicated by Lines 72
4.24 Front Elevation for Failure Mechanism Testing of Small Soil Hook System (SHS) in Dense Sand, Failure Zone in First Time Indicated by Lines 73
4.25 Front Elevations for Failure Mechanism Testing in Dense Sand. Failure Zone in Small Model Was Indicated by Lines. 73
4.26 Final Schematic of Failure Zones of Small Soil Hook System (SHS) in Dense Sand 74
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LIST OF NOTATIONS
A : Area of Anchor Plate
B : Length of Anchor Plate/ Soil Hook System (SHS)
: Coefficient of Uniformity
D : Width of Anchor Plate / Soil Hook System (SHS)
: Effective Grain Size
: Uniformity of Sand
e : Void Ratio
: Specify Gravity
H : Depth of Soil
: Earth Pressure Coefficient at Rest
L : Depth of Soil above Anchor Plate/ Soil Hook System (SHS)
L/D : Embedment Ratio
n : Porosity
P : Pullout Load
: Ultimate Pullout Load
t : Time
: Unit Weight of Soil
? : Soil Friction Angle
: Breakout Factor
: Dry Unit Weight of Soil
M : Mass of Soil
V : Volume of Soil
: Shape Factor
: Critical Embedment Ratio
W : Effective Weight of Soil
: Shearing Resistance
xvii
: Force Below of Area
: Nominal Pullout Coefficient of Earth Pressure on a Convex
Cylindrical
: Relative Porosity
: Density Index
xviii
LIST OF APPENDICES
Appendix Title Page
Appendix A Properties of shear direct test in dense sand 88
Appendix B Properties of shear direct test in loose sand 93
Appendix C Design and modeling of Soil Hook System (SHS) in CATIA 98
Appendix H Variation of breakout factor on author s empirical formula 147
Appendix I Variation of breakout factor based on Balla s theory (1961) 148
Appendix J Variation of breakout factor based on Balla s theory (1961) 150
Appendix K Variation of breakout factor in Meyerhof & Adams theory (1968) 152
Appendix L Variation of breakout factor in Meyerhof & Adams theory (1968) 154
Appendix M Variation of breakout factor in Vesic theory (1971) in loose sand 156
Appendix N Variation of breakout factor in Vesic theory (1971) in dense sand 158
Appendix O Variation of breakout factor in Rowe and Davis theory (1982) 160
Appendix P Variation of breakout factor in Rowe and Davis theory (1982) 161
Appendix Q Variation of breakout factor in Murray & Geddes theory (1987) 162
Appendix R Variation of breakout factor in Murray & Geddes theory (1987) 163
Appendix S Variation of breakout factor in Dickin & Laman finding (2007) 164
Appendix T Variation of breakout factor in Dickin & Laman finding (2007) 165
1
CHAPTER 1
INTRODUCTION
1.1 Introduction
Structures such as transmission towers, tunnels, sea walls, buried pipelines,
retaining walls and others are subjected to considerable pullout forces. In such
cases, an economic design solution may be obtained through the use of tension
members. These elements, which are related to anchors, are generally fixed to the
structure and embedded in the ground to effective depth so that they can resist
uplifting forces.
1.2 Statement of Problem
Most of the anchoring system in this country is a grout base anchoring .The
installation may take several days
Soil Hook System (SHS) is a new anchoring
with innovative state of the art plate which can be installed in sand without having
to grout it. It is expected from this system to increase the speed of construction
and cost effective.
2
1.3 Objectives of Research
The main aim of this research is to investigate the behavior of ultimate
pullout capacity of Soil Hook System (SHS) in dry loose and dense sand. In order
to achieve the aim of study, five objectives have been identified:
i. To investigate the ultimate pullout capacity of two size Soil Hook System
(SHS) in loose and dense sand,
ii. To make new empirical formula based on the result of Soil Hook System
(SHS) in sand , due to real tests in soil laboratory,
iii. To compare the break-out factor in Soil Hook System (SHS) with previous
works by different researches.
iv. To design rigid of Soil Hook System (SHS) in CATIA , that it is a
mechanical software,
1.4 Scope of Study
In this study special attention is provided to Soil Hook System (SHS) that
is investigated with only horizontal pullout load test in dry Kota Tinggi sand. The
data for this study will be obtained from test data in geotechnical laboratory in
University Technology Malaysia.
3
1.5 Thesis Outline
Reviews of previous researchers
activities are discussed in Chapter Two
including the analytical procedures. This chapter is a review based on the
Introduction to the Topic of plate anchors because Soil Hook System (SHS) is a
type of art special in plate anchors.
Field test and two model laboratory tests will be used to research the
performance of horizontal Soil Hook System (SHS) subjected to pullout loading.
Field studies in plate anchors, reported by last researchers, will be discussed in
Chapter Two.
Review of the theories and numerical analysis in plate anchors from
previous researchers will be discussed in Chapter Two, including the analytical
procedures. Analyses, beginning from Meyerhof and Adams (1968) until the most
recent analysis such as Kuzer and Kumar (2009), are also reviewed.
Research methodology will be discussed in Chapter Three. The Soil Hook
Systems (SHS) tests were performed to study the pullout test in loose and dense
sand around the Soil Hook System (SHS) in chamber box , that the up mentioned
system will rotate after the beginning of pullout loading. Raining methods and
vibration method were employed in chamber box to obtain loose and dense
packing sand respectively.
Chapter Four contains the interpretation of the experimental results. The
variations of model ultimate capacity,
with the embedment ratio L/D and
breakout factor in dry loose sand and dense sand are analyzed. Dry sand was
originated from Malaysia sand quarry area, generally having grain sizes between
0.205 to 2.36 mm. It was used as an embedment medium in small and big model
in the wood box. Due to the difficulties in preparing the similar sand sizes, a wide
range of size between 0.07 to 5.01 mm was used as the embedment of small and
big model sizes of Soil Hook System (SHS) in wood box. It was assumed that no
prominence effect on the stress value will be encountered between these two
arrangements. Soil Hook System (SHS) was fabricated blade, joint and their rods
4
that they used as a new anchor in special shape, with a length 290 and 145 mm,
width 100 and 50 mm, which it can be taken into sand and after putting into
balance embedment the rotation begins.
Chapter Five contains the interpretation of the theoretical analysis results.
The new empirical formula of model ultimate capacity,
with the embedment
ratio L/D and
breakout factor in dry loose sand and dense sand were compared
to previous theories in anchor plates. The proposed results will be compared with
previous works such as Murray, Meyerhof and Dickin.
Chapter Six outlines the main conclusions of this research and suggestions
for future work.
1.6 Expected Finding
The expected findings of this research have been identified:
i. Performance of pullout test of Soil Hook System (SHS) in loose and dense
sand
The system is expected that the Soil Hook System (SHS) drives into sand
consisted of loose sand and dense sand, with no excavation of the waterfront
property, thus no holes, no digging, no grouting, no expensive restoration is
required.
ii. Compare of Result in laboratory with previous works
The Compare of result in laboratory and previous works by last researchers will
be conducted with anchor plate results without grouting and development scheme
in loose and dense sand.
iii. Conclusion
This study is successful if it can achieve the research study objectives.
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REFERENCES
Adams J. I., and Hayes D. C. (1967). The uplift capacity of shallow foundations. Ontario Hydro-Research Quarterly, 1-13.
Akinmusuru, J. O. (1978). Horizontally loaded vertical plate anchors in sand. J. of Geotech. Eng., Vol. 104, No. 2, 283-286.
Andreadis, A., Harvey R. and Burley E. (1981) Embedded anchor response to uplift loading. J. of Geotech.Eng., Vol. 107, No. 1, 59-78.
Baker, W. H. and Konder R. L. (1966), Pullout Load Capacity of a Circular Earth Anchor Buried in Sand , Highway Research Record, No. 108, 1-10.
Balla, A. (1961). The resistance of breaking-out of mushroom foundations for pylons ,Proceedings, 5th International Conference on Soil Mechanics and Foundation Engineering, Vol. 1, 569-576, Paris.
Basudhar, P. K. and Singh, D. N. (1994). A generalized procedure for predicting optimal lower bound break-out factors of strip anchors. Geotechnique, 44(2), 307-318.
Bouazza, A. and Finlay, T. W. (1990). Uplift capacity of plate anchors in a two-layered sand. Geotechnique, 40(2), 293-297.
Das, B. M. and Seeley, G. R. (1975). Breakout resistance of shallow horizontal anchors. J. of Geotech. Eng., ASCE, 101(9):999-1003
Das, B. M. and Seeley, G. R. (1975). Load displacement relationship for vertical anchor plates. J. of Geotech. Eng., ASCE, 101(7):711-715.
Das, B. M. (1990). Earth Anchors. Elsevier, Amsterdam.
Dickin, E. A., and Leung, C. F. (1983). Centrifuge model tests on vertical anchor plates. J. of Geotech. Eng., Vol. 109, No. 12, 1503-1525.
Dickin, E. A. (1988). Uplift behaviour of horizontal anchor plates in sand. J. of Geotech.Eng., Vol. 114, No. 11, 1300-1317.
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Dickin, E. A. and Laman, M (2007). Uplift response of strip anchors in cohesionless soil. J. of Advances in Eng. Softwares., Vol. 1, No. 38, 618-625.
Frgic, L., Marovic, P (2003). Pullout capacity of spatial anchors. J. Eng. Computations, Vol.21, No.6, 598-700
Frydman, S. and Shamam I. (1989). Pullout capacity of slab anchors in sand. Can Geotech. J., Vol 26:385-400.
Hanna, T. H, Sparks R. and Yilmaz M. (1971). Anchor behaviour in sand. Journal of the Soil Mechanics and Foundations Division, ASCE, 98(11), 1187-1208.
Hanna, T. H, and Carr, R. W. (1971). The loading behaviour of plate anchors in normally and over consolidated sands. Proceedings, 4th International Conference on Soil Mechanics and Foundation Engineering, Budapest, 589-600.
Hoshiya, M., and Mandal, J. N. (1984). Some studies of anchor plates in sand. Soils and Found., Japan , 24(1):9-16.
Kumar J, Kouzer KM. Vertical uplift capacity of horizontal anchors using upper bound limit analysis and finite elements. Can Geotech J 2008; 45: 698 704.
Kuzer,KM., Kumar,J (2009). Vertical uplift capacity of two interfering horizontal anchors in sand using an upper bound limit analysis. J. Computer & Geotechnic., Vol.1, No.36, 1084-1089
Meyerhof G. G., and Adams J. I. (1968). The ultimate uplift capacity of foundations. Canadian Geotechnical Journal., 5(4), 225-244.
Merifield,R. ,Sloan SW. The ultimate pullout capacity of anchors in frictional soils. Can Geotech J 2006; 43(8):852 68.
Mors H. (1959). The behaviour of most foundations subjected to tensile forces.
Bautechnik, Vol 36 No. 10, 367-378.
Murray, E. J. and Geddes, J. D. (1987). Uplift of anchor plates in sand. J. Geotech. Eng., ASCE, 113(3), 202-215.
Niroumand,H.,2007, Analysis and Modeling with PLAXIS V.8 ,Vol.1-5,Naghoos Publisher ,Tehran ,Iran,V1:75-128.
Niroumand,H.,2007, Material Modeling with PLAXIS V.8 ,Vo3.1-5,Naghoos Publisher ,Tehran ,Iran,V3:102-248.
86
Rowe R. K., and Davis E. H. (1982). The behaviour of anchor plates in sand.
Geotechnique, 32(1), 25-41.
Saeedy, H. S. (1987). Stability of circular vertical anchors. Can. Geotech. J., Vol 24, 452-456.
Sakai, T, and Tanaka, T. (1998). Scale effect of a shallow circular anchor in dense sand. Soils and Found., Japan, 38(2):93-99.
Sarac, D. Z. (1989). Uplift capacity of shallow buried anchor slabs. Proceedings, 12th International Conference on Soil Mechanics and Foundation Engineering, 12(2):1213-1218.
Stewart, W. (1985). Uplift capacity of circular plate anchors in sand. Can. Geotech. J., 22(4):589-592.
Sutherland, H. B. (1965). Model studies for shaft raising through cohesionless soils , Proceedings, 6th International Conference on Soil Mechanics and Foundation Engineering, Vol 2, 410-413.
Tagaya, K., Scott, R. F. and Aboshi, H. (1988). Pullout resistance of buried anchor in sand. Soils and Found., Japan, 28(3):114-130.
Vesic A. S. (1971). Breakout resistance of objects embedded in ocean bottom. Journal of the Soil Mechanics and Foundations Division, ASCE, 97(9), 1183-1205.
Vesic A. S. (1972). Expansion of cavities in infinite soil mass. Journal of the Soil Mechanics and Foundations Division, ASCE, 98(3), 265-290.