Initial Void Ratio vs SPT
CHAPTER 5: CONCLUSION
5.3. Recommendations for Future Study
From the lessons of the present study, the recommendations for future study may be summarized as follows:
i. In this study, three different areas were considered for finding different correlations. However, it is found some scattered relationship in some places.
75
Further study is needed to show the relationship in different areas. Another study is needed for whole country of Bangladesh to know the behavior of clay and their relationship with SPT.
ii. To get the generalized correlation between SPT-N value and strength and compressibility parameters of soil, tests should be done in more sites with different soil conditions, so that generalized and reliable relations would be developed.
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
77
REFERENCES
Al-Khafaji, A.W. and Anderson, O.B. (1992) “Equation for Compression Index Approximation”, JGED, ASCE, Vol. 118, No.1, Jan., pp.148-153.
Akhter, S. (2010). “Comparison of Sample Disturbance between Standard Sampling and Current Practices in Bangladesh”, MScEngg Thesis, Department of Civil Engineering, Bangladesh University of Engineering and Technology, Dhaka.
ASTM D 1587-00 (2006), “Standard Practice for Thin-walled Tube Sampling of Soils for Geotechnical Purposes”, American Society for Testing and Materials, ASTM International, West Conshohocken, PA 19428-2959, United States.
ASTM D 422-63 (2006), “Standard Test Method for Particle Size Analysis of Soils”, Designation: D 422-63(Reapproved 1998), Annual Book of ASTM Standards, Vol.
04.08. pp. 10-17.
ASTM D 2166-98a (2006), “Standard Test Method for Unconfined Compressive Strength of Soils”, Designation: D 2166-98a, Annual Book of ASTM Standards, Vol.
04.08.
ASTM D 2487-98 (2006), “Standard practice for Classification of Soils for engineering Purposes (Unified Soil Classification Purposes)”, Designation: D2487- 98, Annual Book of ASTM Standards, Vol. 04.08. pp. 220-230.
ASTM D 4186-89 (2006), “Standard Test Method for One –Dimensional Consolidation Properties of Soils Using Controlled – Strain Loading”, Designation: D 4186-89 (Reapproved 1998), Annual Book of ASTM Standards, Vol. 04.08.
ASTM D 4318-84 (2006), “Standard Test Method for Liquid Limit, Plastic Limit and plasticity Index of Soils”, Designation: D 4318-84, Annual Book of ASTM Standards, Vol. 04.08. pp. 580-589.
Azzouz, A.S. (1976) “Regression Analysis of Soil Compressibility”, Soils and Foundations, Tokyo, Vol. 16, No. 2, pp. 19-29.
Bashar A. (2000), “Geotechnical Characterization of Dhaka Metropolitan Area”, M.
Engineering Thesis, Department of Civil Engineering, Bangladesh University of Engineering and Technology, Dhaka.
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Bjerrum, L. (1973) “Problems of Soil Mechanics and Construction on Soft Clays and Structurally Unstable Soils (Collapsible, Expansive and Others)”, State-of-the-Art Report, Session IV, Proc., 8th Tnt. Conf Soil Mech. and Found. Engg., Moscow, Vol.
3, pp. 109-159. Reported by Siddique (1990)
Bowles, J. E. (1997). “Foundation Analysis and Design”, 5th Ed., McGraw-Hill, New York, pp.15-165.
Ferdous S. M. (2001), Geotechnical Characterization of Khulna City Corporation (KCC) Area, M. Engineering thesis, Department of Civil Engineering, Bangladesh University of Engineering and Technology, Dhaka.
http://www.adpc.net/v2007/programs/udrm/PROGRAMS_PROJECTS/Risk Assessment Projects/CHT
http://www.geotechnique.info/SI/SI%20Book%20Chapter%207.pdf
Hvorslev, M.J. (1949) “Subsurface Exploration and Sampling of Soils for Civil Engineering Purposes”, Waterways Experimental Station, Vicksburg, U.S.A.
Repotted by Siddique (1990).
ISSMFE (1965). “Report of the Subcommittee on Problems and Practices of Soil sampling”, Proceedings of the 6th International Conference on Soil Mechanics and Foundation engineering, Montreal, Vol. 3, Appendix II, pp. 64-71.
McEarthy, D.F. (1977) “Essentials of Soil Mechanics and Foundation” Prentice-Hall Company, Reston, Virgin.
Murthy, V. N. S. (1993). “A Textbook of Soil Mechanics and Foundation Engineering”, SaiKripa Technical Consultants, India.
Nishida, Y. (1956) “A Brief Note on Compression index of Soils”, JSMFD, ASCE, Vol. 82, SM 3, July, pp. 1-14.
Peck, R.B., Hanson, W.E., and Thornburn, T.H. (1974) “Foundation Engineering”, John Wiley and Sons, New York.
Sanglerat, G. (1972) “The Penetrometer and Soil Exploration”, Elsivier Publishing Co., Amsterdam.
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79
Serajuddin, M. (1998) “Some Geotechnical Studies on Bangladesh Soil: A Summary of Papers Between 1957-96”, Journal of Civil Engineering, the Institution of Engineers, Bangladesh, Vol. CE 26, No.2, 1998. Pp. 101-125.
Siddique, A. and Sarker, J.K. (1996). “Experimental Investigation of Sampler Design on Undrained Shear Properties of a Clay”, Journal of the Institution of Engineers (India), Civil Engineering Division, Vol. 77, pp. 135-139.
Sone, S., Tsuchiya, H. and Saito, Y. (1971). “The Deformation of a Soil Sample during Extrusion from a Sample Tube”, Proc., Specialty Session on Quality in Soil Sampling, 4th Asian Conf., Int. Society of Soil Mechanics and Foundation Engineering. Bangkok, pp. 3-6.
Sowers, G.F. (1953 and 1962) “Modern Procedures for Underground Investigation”, Proceedings, ASCE.
Terzaghi, K. and Peck, R. B. (1967) “Soil Mechanics in Engineering Practice”, 2nd Ed. John Wiley and Sons, New York, pp. 729.
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
80 Appendix A
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
81
UNCONFINED COMPRESSION TEST & CONSOLIDATION TEST RESULTS
0 2 4 6 8 10 12
0 50 100 150 200 250 300
Site: Bhulta, Narayanganj, Depth:12.5 ft
Unconfined Compressive Stress (KPa)
Axial Strain (%)
Figure A.1: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-8)
0 2 4 6 8 10 12 14
0 50 100 150 200 250
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 15.5 ft
Figure A.2: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-10)
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
82
0 2 4 6 8 10
0 25 50 75 100
Unconfined Compressive stress (KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 18.5 ft
Figure A.3: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-12)
0 2 4 6 8 10 12 14
0 25 50 75 100 125 150 175
Unconfined Compressive stress (KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 21.5 ft
Figure A.4: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-14)
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
83
0 2 4 6 8 10 12 14 16
0 25 50 75 100 125 150 175 200 225
Unconfined Compressive stress (KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 23.0 ft
Figure A.5: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-15)
0 2 4 6 8 10 12 14
0 25 50 75 100 125 150 175 200 225
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 24.5 ft
Figure A.6: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-16)
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
84
0 2 4 6 8 10 12 14 16
0 50 100 150 200 250
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 26.0 ft
Figure A.7: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-17)
0 2 4 6 8 10 12
0 25 50 75 100 125 150 175
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 27.5 ft
Figure A.8: Typical stress strain curve of samples from Bhulta, Narayanganj (UD-18)
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
85
0 2 4 6 8 10 12 14 16
0 50 100 150 200 250 300
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 30.5 ft
Figure A.9: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-20)
0 2 4 6 8 10 12 14 16
0 50 100 150 200 250 300 350
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 32.0 ft
Figure A.10: Typical stress strain curve of samples from Bhulta, Narayanganj (UD- 21)
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
86
0 2 4 6 8 10 12 14
0 50 100 150 200 250 300
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 33.5 ft
Figure A.11: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-22)
0 2 4 6 8 10 12 14
0 50 100 150 200 250 300 350 400
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 35.0 ft
Figure A.12: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-23)
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
87
0 2 4 6 8 10 12 14
0 50 100 150 200 250 300
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 36.5 ft
Figure A.13: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-24)
0 2 4 6 8 10 12 14 16
0 50 100 150 200
Unconfined Compressive stress(KPa)
Axial strain (%)
Site: Bhulta, Narayanganj, Depth: 39.5 ft
Figure A.14: Typical stress strain curve of samples collected from Bhulta, Narayanganj (UD-26)
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88
0 2 4 6 8 10 12 14
0 50 100 150 200
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Atomic Medical Center,
Khulna Medical College,Khulna, Depth: 1.5 ft
Figure A.15: Typical stress strain curve of samples collected from AMC Site, Khulna (UD-1).
0 2 4 6 8 10 12 14 16
0 50 100 150
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Atomic Medical Center,
Khulna Medical College,Khulna, Depth: 6.0 ft
Figure A.16: Typical stress strain curve of samples collected from AMC Site, Khulna (UD-4).
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
89
0 2 4 6 8 10 12 14 16
0 10 20 30
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Atomic Medical Center,
Khulna Medical College,Khulna, Depth: 10.5 ft
Figure A.17: Typical stress strain curve of samples collected from AMC Site, Khulna (UD-7).
0 2 4 6 8 10 12 14 16
0 10 20 30 40 50 60
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Atomic Medical Center,
Khulna Medical College,Khulna, Depth: 15.0 ft
Figure A.18: Typical stress strain curve of samples collected from AMC Site, Khulna (UD-10).
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
90
0 2 4 6 8 10 12 14 16
0 10 20 30 40 50 60
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Atomic Medical Center,
Khulna Medical College,Khulna, Depth: 19.5 ft
Figure A.19: Typical stress strain curve of samples collected from AMC Site, Khulna (UD-13).
0 2 4 6 8 10 12 14 16
0 10 20 30 40 50
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Atomic Medical Center,
Khulna Medical College,Khulna, Depth: 24.0 ft
Figure A.20: Typical stress strain curve of samples collected from AMC Site, Khulna (UD-16).
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
91
0 2 4 6 8 10 12 14
0 25 50 75 100
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Sheikh Abu Nashar Hospital Khulna, Depth: 1.5 ft
Figure A.21: Typical stress strain curve of samples collected from SANH Site, Khulna (UD-1).
0 2 4 6 8 10 12 14 16
0 10 20 30 40
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Sheikh Abu Nashar Hospital Khulna, Depth: 3.0 ft
Figure A.22: Typical stress strain curve of samples collected from SANH Site, Khulna (UD-2).
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92
0 2 4 6 8 10 12 14
0 25 50 75
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Sheikh Abu Nashar Hospital Khulna, Depth: 4.5 ft
Figure A.23: Typical stress strain curve of samples collected from SANH Site, Khulna (UD-3).
0 2 4 6 8 10 12 14
0 25 50 75 100
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Sheikh Abu Nashar Hospital Khulna, Depth: 6.0 ft
Figure A.24: Typical stress strain curve of samples collected from SANH Site, Khulna (UD-4).
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93
0 2 4 6 8 10 12 14 16
0 10 20 30 40 50
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Sheikh Abu Nashar Hospital Khulna, Depth: 7.5 ft
Figure A.25: Typical stress strain curve of samples collected from SANH Site, Khulna (UD-5).
0 2 4 6 8 10 12 14
0 5 10 15 20 25
Unconfined Compressive stress(KPa)
Axial strain (%) Site: Sheikh Abu Nashar Hospital Khulna, Depth: 9.0 ft
FigureA.26: Typical stress strain curve of samples collected from SANH Site, Khulna (UD-6).
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
94
10 100 1000
0.55 0.60 0.65 0.70 0.75 0.80 0.85
V o id ra tio
Pressure (kPa)
Site: Bhulta, Narayanganj
Figure A.27: Typical e-logp curve of samples collected by Modified Shelby Tube from Bhulta at Narayanganj (UD-11).
10 100 1000
0.20 0.25 0.30 0.35 0.40 0.45 0.50
Void ratio
Pressure (kPa)
Site: Bhulta, Narayanganj
Figure A.28: Typical e-logp curve of samples collected by Modified Shelby Tube from Bhulta at Narayanganj (UD-15).
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
95
10 100 1000
0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70
Void ratio
Pressure (kPa)
Site: Bhulta, Narayanganj
Figure A.29: Typical e-logp curve of samples collected by Modified Shelby Tube from Bhulta at Narayanganj (UD-18).
10 100 1000
0.25 0.30 0.35 0.40 0.45
Void ratio
Pressure (kPa)
Site: Bhulta, Narayanganj
Figure A.30: Typical e-logp curve of samples collected by Modified Shelby Tube from Bhulta, Narayanganj (UD-20).
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
96
10 100 1000
0.35 0.40 0.45 0.50 0.55 0.60
Void ratio
Pressure (kPa)
Site: Bhulta, Narayanganj Depth: 33.5 ft
Figure A.31: Typical e-logp curve of samples collected from Bhulta, Narayanganj (UD-22).
10 100 1000
0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2
Void ratio
Pressure (kPa)
Site: Atomic Medical Center, Khulna Medical College, Khulna
Figure A.32: Typical e-logp curve of samples collected from AMC Site, Khulna (UD- 1, Depth-1.5’).
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
97
10 100 1000
0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2
Void ratio
Pressure (kPa)
Site: Atomic Medical Center, Khulna Medical College, Khulna
Figure A.33: Typical e-logp curve of samples collected from AMC Site, Khulna (UD- 4).
10 100 1000
0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5
Void ratio
Pressure (kPa)
Site: Atomic Medical Center, Khulna Medical College, Khulna
Figure A.34: Typical e-logp curve of samples collected from AMC Site, Khulna (UD- 13).
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98
10 100 1000
0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7
V oi d ra tio
Pressure (kPa)
Standard Shelby Tube Site: Abu Sheikh Nasher Medical, Khulna
Figure A.35: Typical e-logp curve of samples collected from SANH Site, Khulna (UD-13).
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
99
FigureA.36: Borelog of Bhulta, Narayanganj
Date of Boring: 15/9/2009
Location: Bhulta, Narayangonj
EGL: 0.0 m GWL:
Brown Fat Clay (CH)
Brown Lean Clay(CL)
Brown Lean Clay with Sand (CL)
Brown Lean Clay (CL)
Brown Lean clay With Sand (CL) Brown Fat Clay (CH)
Brown Sandy Lean Clay (CL)
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
0 5 10 15 20 25 30 35 40 45 50
DEPTH (m)
SPT
SPT vs DEPTH (m)
Relationship between Penetration Resistance and Strength Compressibility Characteristics of clay
100
Figure A.37: Borelog of AMC, Khulna
Location: Khulna,Atomic Medical College
Borehole No.: BH-01 EGL: 0.0 m
GWL:
Date of Boring: 15/11/2009 .
Dark Gray Lean Clay (CL) Black Organic Clay (OC)
Dark Gray fat Clay (CH)
Dark Clay
1.0
2.5
4.0
5.5
7.0
8.5
10.0
11.5
13.0
14.5
16.0
0 5 10 15 20 25 30 35 40 45 50
DEPTH (m)
SPT
SPT vs DEPTH (m)