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Strengthening of Road Sub-grade with Jute Geotextiles

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Jute Geotextiles and their Applications in Civil Engineering

Part of the book series: Developments in Geotechnical Engineering ((DGE))

Abstract

Roads usually get distressed due to several reasons of which sub-grade failure is a frequently occurring phenomenon when constructed without paying due attention to the nature of the sub-grade supporting the overlying pavement. This chapter discusses in depth the functional requirements of a road sub-grade supporting a flexible pavement with low to moderate traffic volume. The analytical concept of static and dynamic loading effects has been explained. It also expounds the role of Jute Geotextiles (JGT) in strengthening it when laid over the sub-grade resulting in increment of the value of its CBR% (California bearing ratio). Salient laboratory findings by Profs Ramaswamy and Aziz have been cited to validate in situ response of the sub-grade soil with and without application of JGT.

A new design concept with application of JGT in the sub-grade has been developed following Burmister’s two-layer theory. The theory has been modified by introducing a factor of load repetitions and a “constant” for different ESAL (equivalent single-axle load) and CBR ranges. The results have been compared with the recommendations made in IRC:SP:72:2015 of the Indian Roads Congress by adjusting the value of the constant under different ESAL ranging from 10,000 to 1,000,000 applicable for low volume roads and CBR% of the sub-grade.

Design curves to determine the pavement thickness with CBR value of 2–7 % and ESAL value range as stated above have been incorporated in the chapter.

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References

  • American Association of State Highway and Transportation Officials (AASHTO) (1993) Guide for design of pavement structures. Washington, DC

    Google Scholar 

  • Aziz MA, Ramaswamy SD (1994) Some studies on Jute Geotextiles and their applications. Geosynthetic World pub by Wiley Eastern Ltd

    Google Scholar 

  • Burmister DM (1958) Evaluation of pavement systems of WASHO road test by layered system method. Bulletin 177, Highway research Board, pp 26–54

    Google Scholar 

  • Department of the Army (1980) Engineering and design, flexible pavements for roads, streets, walks and open storage areas. TM 5-822-5, Washington, DC

    Google Scholar 

  • French Committee of Geotextiles & Geomembranes (1990) Geotextiles manual. Institut Textile de France, Bagneux

    Google Scholar 

  • Giroud JP, Noiray L (1981) Geotextile-reinforced unpaved road design. J Geotech Eng 107(9):233–1254

    Google Scholar 

  • Haliburton TA, Barron JV (1983) Optimum method for design of fabric-reinforced unsurfaced roads. Transportation Research Record, No 916

    Google Scholar 

  • Houlsby GT, Jewell RA (1990) Design of reinforced unpaved roads for small rut depths. In: Proceedings of the 4th international conference on geotextiles, geomembranes & related products

    Google Scholar 

  • Hvbeem FN, Carmany RM (1948) The factors underlying the rational design of pavement. In: Proceedings of Highway Research Board, Washington, DC, Dec 7–10

    Google Scholar 

  • Indian Road Congress (IRC) Special Publication (2007) Guidelines for the design of flexible pavements for low volume rural roads. IRC:SP:72-20015

    Google Scholar 

  • Indian Road Congress (IRC) (2012a) Tentative guidelines for the design of flexible pavements. IRC:37-2012

    Google Scholar 

  • Indian Road Congress (IRC) (2012b) State- of- the- art use of Jute Geotextiles in road construction and prevention of soil erosion/landslides. IRC Special Report

    Google Scholar 

  • Indian Road Congress (IRC) Special Publication (2015) Rural roads manual: IRC:SP:72-2015. Indian Technical Textile Association (2013) Handbook for geosynthetics

    Google Scholar 

  • Ingold TS (1994) Geotextiles and geomembrane manual, 1st edn. Elsevier Science, Oxford

    Google Scholar 

  • Jewell RA (1996) Soil reinforcement with geotextiles, 1st edn. Construction Industries’ Research Association, London

    Google Scholar 

  • John NWM (1987) Geotextiles, 1st edn. Blackie & Son Ltd, London

    Google Scholar 

  • Kansas State Highway Commission (1947) Design of flexible pavement using triaxial compression test, Highway Research Board Bulletin No. 8. The Board, Washington, DC

    Google Scholar 

  • Khanna SK, Justo CEG (2001) Highway engineering, 8th edn. Nem Chand & Bros, Roorkee

    Google Scholar 

  • Koerner RM (1990) Designing with geosynthetics, 4th edn. Prentice Hall, Upper Saddle River

    Google Scholar 

  • Milligan GWE, Jewell RA, Houlsby GT, Burd HJ (1989) A new approach to the design of unpaved roads: part II. Ground Eng 22(8):37–42

    Google Scholar 

  • National Jute Board (2008) A manual on use of Jute Geotextiles in civil engineering 3rd edn. by T Sanyal (ed)

    Google Scholar 

  • Pereira AT (1977) Procedures for development of CBR design curves: instruction report S-77-1. USAE Waterways Experiment Station, Vicksburg

    Google Scholar 

  • Ramaswamy SD, Aziz MA (1983) An investigation of Jute Fabric as Geotextile for sub-grade stabilization. In: Proceedings of 5th international conference on Road Engineering Association of Asia and Australia, Jakarta, vol −3, pp 145–158

    Google Scholar 

  • Ramaswamy SD, Aziz MA (1989) Jute Geotextile for roads. Intl Workshop on Geotextiles, Bangalore, 22–29 Nov 1989

    Google Scholar 

  • US Navy (2000) Gravel roads-maintenance & design manual-issued under sponsorship of US Department of Transportation

    Google Scholar 

  • Veldhuijzen Van Zanten R (1986) Geotextiles and geomembranes in civil engineering. A Balkema, Rotterdam, 658 pp

    Google Scholar 

  • Yoder EJ, Witczak MW (1975) Principles of pavement design, 2nd edn. Wiley, New York

    Book  Google Scholar 

Download references

Author information

Authors and Affiliations

  1. Ex-Chief Consultant, National Jute Board, Kolkata, West Bengal, India

    Tapobrata Sanyal

Authors
  1. Tapobrata Sanyal
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Appendices

Annex I: Design Graphs for Determining Pavement Thickness for Low Volume Roads Under a Range of CBR% of Sub-grade

Design pavement thickness with JGT for range of CBR 2–7 % and ESAL range 10,000–1,000,000. In the graphs shown below, ESAL range along X-axis is categorized as

T1, 10,000–30,000; T2, 30,000–60,000; T3, 60,000–100,000; T4, 100,000–200,000

T5, 200,000–300,000; T6, 300,000–600,000; T7, 600,000–1,000,000

figure a
figure b
figure c
figure d

Annex II: Comparison of Pavement Thickness with and Without JGT Determined with the Modified Relations (Eqs. 6.8 and 6.9) Based on Burmister Theory

  1. 1.

    ESAL: 10,000–30,000

    CBR (%)

    Thickness of pavement as mentioned in IRC:SP:72:2007 (mm)

    Thickness of pavement without JGT as per the design equation developed on the basis of Burmister theory (Eq. 6.8) in mm

    Thickness of pavement with JGT as per the design equation developed on the basis of Burmister theory (Eq. 6.9) in mm

    2

    300

    301 ≈ 300 (with k = 0.197)

    238.96 ≈ 240 (with k = 0.197)

    3

    200

    201.13 ≈ 200 (with k = 0.115)

    159.62 ≈ 160 (with k = 0.115)

    4

    200

    201.2 ≈ 200 (with k = 0.152)

    159.72 ≈ 160 (with k = 0.152)

    5

    175

    175.98 ≈ 175 (with k = 0.14)

    139.72 ≈ 140 (with k = 0.14)

    6

    175

    175.34 ≈ 175 (with k = 0.153)

    139.23 ≈ 140 (with k = 0.153)

    7

    150

    150.78 ≈ 150 (with k = 0.14)

    119.7 ≈ 120 (with k = 0.14)

  2. 2.

    ESAL: 30,000–60,000

    CBR (%)

    Thickness of pavement as mentioned in IRC:SP:72:2007 (mm)

    Thickness of pavement without JGT as per Eq. 6.8 (mm)

    Thickness of pavement with JGT as per Eq. 6.9 (mm)

    2

    325

    326 ≈ 325 (with k = 0.2)

    258.8 ≈ 260 (with k = 0.2)

    3

    275

    276 ≈ 275 (with k = 0.148)

    219.2 ≈ 220 (with k = 0.2)

    4

    275

    275.54 ≈ 275 (with k = 0.195)

    219 ≈ 220 (with k = 0.195)

    5

    250

    249.6 ≈ 250 (with k = 0.186)

    198.1 ≈ 200 (with k = 0.186)

    6

    250

    249.5 ≈ 250 (with k = 0.204)

    198.1 ≈ 200 (with k = 0.204)

    7

    175

    175.95 ≈ 175 (with k = 0.153)

    139.54 ≈ 140 (with k = 0.153)

  3. 3.

    ESAL: 60,000–100,000

    CBR (%)

    Thickness of pavement as mentioned in IRC:SP:72:2007 (mm)

    Thickness of pavement without JGT as per Eq. 6.8 (mm)

    Thickness of pavement with JGT as per Eq. 6.9 (mm)

    2

    375

    375.32 ≈ 375 (with k = 0.22)

    297.88 ≈ 300 (with k = 0.22)

    3

    325

    326.2 ≈ 325 (with k = 0.167)

    258.85 ≈ 260 (with k = 0.167)

    4

    325

    325.6 ≈ 325 (with k = 0.22)

    258.28 ≈ 260 (with k = 0.22)

    5

    275

    275.184 ≈ 275 (with k = 0.196)

    218.54 ≈ 220 (with k = 0.196)

    6

    275

    275.2 ≈ 275 (with k = 0.215)

    218.44 ≈ 220 (with k = 0.215)

    7

    225

    224.96 ≈ 225 (with k = 0.187)

    178.6 ≈ 180 (with k = 0.187)

  4. 4.

    ESAL: 100,000–200,000

    CBR (%)

    Thickness of pavement as mentioned in IRC:SP:72:2007 (mm)

    Thickness of pavement without JGT as per Eq. 6.8 (mm)

    Thickness of pavement with JGT as per Eq. 6.9 (mm)

    2

    425

    424.88 ≈ 425 (with k = 0.235)

    337.5 ≈ 340 (with k = 0.235)

    3

    375

    374.85 ≈ 375 (with k = 0.181)

    297.4 ≈ 300 (with k = 0.181)

    4

    375

    376.32 ≈ 375 (with k = 0.24)

    298.56 ≈ 300 (with k = 0.24)

    5

    300

    300.98 ≈ 300 (with k = 0.202)

    238.76 ≈ 240 (with k = 0.202)

    6

    300

    299.89 ≈ 300 (with k = 0.221)

    238.00 ≈ 240 (with k = 0.221)

    7

    275

    275.4 ≈ 275 (with k = 0.216)

    218.6 ≈ 220 (with k = 0.216)

  5. 5.

    ESAL: 200,000–300,000

    CBR (%)

    Thickness of pavement as mentioned in IRC:SP:72:2007 (mm)

    Thickness of pavement without JGT as per Eq. 6.8 (mm)

    Thickness of pavement with JGT as per Eq. 6.9 (mm)

    2

    475

    476.85 ≈ 475 (with k = 0.255)

    378.2 ≈ 380 (with k = 0.255)

    3

    425

    427.8 ≈ 425 (with k = 0.2)

    339.6 ≈ 340 (with k = 0.2)

    4

    425

    426.0 ≈ 425 (with k = 0.263)

    338.2 ≈ 340 (with k = 0.263)

    5

    325

    324.52 ≈ 325 (with k = 0.211)

    257.63 ≈ 260 (with k = 0.211)

    6

    325

    325.26 ≈ 325 (with k = 0.232)

    258.22 ≈ 260 (with k = 0.232)

    7

    300

    300.50 ≈ 300 (with k = 0.202)

    238.76 ≈ 240 (with k = 0.202)

  6. 6.

    ESAL: 300,000–600,000

    CBR (%)

    Thickness of pavement as mentioned in IRC:SP:72:2007 (mm)

    Thickness of pavement without JGT as per Eq. 6.8 (mm)

    Thickness of pavement with JGT as per Eq. 6.9 (mm)

    2

    550

    552.16 ≈ 550 (with k = 0.28)

    438.2 ≈ 440 (with k = 0.28)

    3

    475

    476.22 ≈ 475 (with k = 0.211)

    377.9 ≈ 380 (with k = 0.211)

    4

    475

    475.0 ≈ 475 (with k = 0.278)

    376.97 ≈ 380 (with k = 0.278)

    5

    375

    374.91 ≈ 375 (with k = 0.231)

    297.53 ≈ 300 (with k = 0.231)

    6

    375

    375.92 ≈ 375 (with k = 0.254)

    298.196 ≈ 300 (with k = 0.254)

    7

    325

    325.3 ≈ 325 (with k = 0.234)

    258.1 ≈ 260 (with k = 0.234)

  7. 7.

    ESAL: 600,000–1,000,000

    CBR (%)

    Thickness of pavement as mentioned in IRC:SP:72:2007 (mm)

    Thickness of pavement without JGT as per Eq. 6.8 (mm)

    Thickness of pavement with JGT as per Eq. 6.9 (mm)

    2

    650

    650.95 ≈ 650 (with k = 0.318)

    516.75 ≈ 520 (with k = 0.318)

    3

    525

    525.056 ≈ 525 (with k = 0.224)

    416.64 ≈ 420 (with k = 0.224)

    4

    525

    525.1 ≈ 525 (with k = 0.296)

    416.768 ≈ 420 (with k = 0.296)

    5

    425

    424.62 ≈ 425 (with k = 0.252)

    336.92 ≈ 340 (with k = 0.252)

    6

    425

    425.47 ≈ 425 (with k = 0.277)

    337.663 ≈ 340 (with k = 0.277)

    7

    375

    375.44 ≈ 375 (with k = 0.26)

    297.96 ≈ 300 (with k = 0.26)

Annex III: Elastic Modulus of Woven Jute Fabric

  1. 1.

    Warp direction

    Tensile Strength (MPa)

    Tensile Modulus (GPa)

    Strain (%)

    Flexural Modulus (GPa)

    81±13.5

    1.12±0.034

    3.8

    4.3±0.10

  2. 2.

    Weft direction

    71±8.7

    0.78±0.063

    4.1

    3.6±0.08

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Sanyal, T. (2017). Strengthening of Road Sub-grade with Jute Geotextiles. In: Jute Geotextiles and their Applications in Civil Engineering. Developments in Geotechnical Engineering. Springer, Singapore. https://doi.org/10.1007/978-981-10-1932-6_6

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  • DOI: https://doi.org/10.1007/978-981-10-1932-6_6

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  • Print ISBN: 978-981-10-1931-9

  • Online ISBN: 978-981-10-1932-6

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