4 3 2 1 respectively. inclination. and position geotextiles layer in the compaction mould so that after compaction of soil geotextiles layer acquire desirable determinethe to used is errormethod and trial A code. standard for inclined and horizontally geotextiles placed layers. Proctor compaction tests are conducted India as per us are geotextiles woven c on conducted are tests compaction of series A soil. leads to loose packing. In this study an attempt is made to evaluate the compaction parameters of reinforced to resistance additional the provides reinforcement as reinforcement of incorporation the with changes soil of behaviour Compaction voids. soil from air of expulsion the causes it as mass soil to required is reinforcement Soil bearing capac low strengthen the soilhaving reinforcement. soil in especially engineering, civil in applications of Composite soils are having a very long history in human history. Geosynthetic materials have a wide range Department of Civil Engineering, JUIT, Waknaghat, Solan, India Waknaghat, Solan, JUIT, Engineering, Civil Department of student,UG Dept. Scholar, Research Professor, Assistant

Density (gm/cc) 0.2 0.4 0.6 0.8 1.2 1.4 1.6 1.8 Fig.1 Effect of reinforcement in the compaction parameters; (a) woven geotextiles (b) Non woven(b) geotextiles (a) parameters; the compaction in reinforcement Fig.1Effect of 0 1 2

COMPACTION PARAMETERS OF GEOTEXTILE REINFORCED SOIL th 0

50 Department of Civil Engineering, JUIT, Waknaghat, Solan, India Waknaghat, Solan, JUIT, Civil Engineering, of Department

Niraj Parihar S.

IGC geotextiles withSoil inclined withSoil geotextiles Soil Department of Earthquake Engineering, IIT Roorkee, IIT Engineering, ofEarthquake 10 Water content Watercontent (%) ed in study. Geotextiles are used in layers in the sheet form. Tests are conducted conducted are Tests form. sheet the in layers in used are Geotextiles study. in ed Effect of woven and nonwoven geotextiles are shown in figure 1 (a) and 1( and (a) 1 figure in shown are geotextiles nonwoven and woven of Effect

of Civil Engineering, of

1 ,

(a) (b) (a) Rajesh P.Shukla Venue: College of Engineering (Estd. 1854), Pune, India Pune, 1854), (Estd. Engineering of College Venue: 17 50 20 th th

– INDIAN GEOTECHNICAL CONFERENCE GEOTECHNICAL INDIAN

19 ABSTRACT th ity. Compaction of soil leads to a change in the volume of the ofthe change inthe volume toa Compaction ofity. leads soil

DECEMBER 2015, Pune, Maharashtra, India Maharashtra, Pune, 2015, DECEMBER JUIT, Waknaghat, Waknaghat, JUIT, 30 2 ,

- DhawanShivom φ soil reinforced with geotextiles. Woven and non and Woven geotextiles. with reinforced soil φ

,

Roorkee, Roorkee, Density (gm/cc) [email protected] 0.2 0.4 0.6 0.8 1.2 1.4 1.6 1.8 0 1 2 0

Solan,

India initial position and angle of inclination of inclination angleandof position initial , [email protected] geosynthetic withSoil inclined withSoil geotextiles Soil

India , [email protected] 3 , AshokK. Gupta ,

[email protected] 10 Water content Watercontent (%)

- wovengeotextiles the compaction and compaction the 20 4

30

b) b) -

Niraj Singh Parihar & Rajesh Prasad Shukla Use of geotextiles with an inclination to horizontal plane causes the reduction in the optimum moisture content and an increase in maximum dry density of soil. Compaction parameters are more affected by non- woven geotextiles. Horizontal reinforcement, either woven or non-woven causes a reduction in the optimum moisture content and maximum dry density of soil. In case of inclined geotextile, the maximum dry density increases with incorporation of woven and non-woven geotextile. Change in OMC are varied between 15%-25% and 4%-8% for nonwoven and woven geotextile respectively. Change in optimum moisture content is more as compared to dry density of soil. For normal case, effect of reinforcement on dry density can be neglected. Keywords: compaction, geotextiles, woven, nonwoven, OMC, dry density

of performance the on on influence stress substantial induced has surcharge that found and compaction walls soil reinforced the modelled Bathurst & Hatami an [3], (2006) mass. soil of compaction remain particles for enough is loading vibratory only and negligible between forces cohesion soils, is required for compaction whereas in case of sandy particsoil soil, cohesive In techniques. by mechanical of means achieved is compaction construction of types all in Almost [2]. cost construction, maintenance additional and of settlements uneven cracking, in results compaction most In com capacity. carrying thereby increases the density and consequently load Soil and reduces the voids between [1]. soils particle as shrinkage well, of voids probability soil the decrease from compaction air of expulsion the c it as mass soil the of volume the in change the causes a to the leads soil of to it Compaction soil. leads of densification and and pores soil from soil air of loose expulsion the is load onto a which applied in process a is compaction Soil INTRODUCTION dryto density soil. For of normal case, effect of reinforcement ondry density can be neglected. 4% increases with incorporation of woven and non optimum moisture content and maximum dry density of soil. In case of inclined geotextile, the maximum dry density non by affected moresoil.areCompactionparameters of maximumdensity indryincrease an contentand optimummoisture the in horizontally placed geotextiles layers. Use of geotextiles with an inclination to with reinforced reinfor of parameters compaction the evaluate to made is attempt an study this In packing. loose to leads andcompaction the to resistanceadditional the provides ABSTRACT: KumarAshok Gupta Shivom Dhawan PrasadRajesh PariharNiraj Singh

- 8% 8% for nonwoven and wov paction is required and improperly performed performed improperly and required is paction COMPACTION PARAMETERS OF GEOTEXTILE REINFORCED SOIL th les stick together and high impact loading 50

opcin eaiu o si cags ih h icroain f enocmn a reinforcement as reinforcement of incorporation the with changes soil of behaviour Compaction - woven geotextiles. Horizontal reinforcement, either woven or non or wovenreinforcement,Horizontal geotextiles.either woven woven and non and woven d Mirmoradi & Ehrlich (2014) [4] [4] (2014) Ehrlich & Mirmoradi d

Shukla

, IGC

Dept. of Civil Engineering, JUIT, Waknaghat, India,

,

, of Civil Engineering,Dept. JUIT, (H.P), Solan, [email protected] , Dept. of CivilDept. Engineering, JUIT, Waknaghat, India,

Dept. of Earthquake Engg en geotextile respectively. Change in optimum moisture content is more as compared - oe geotextile woven

Venue: Venue: 17 5 0 th th

– INDIAN GEOTECHNICAL CONFERENCE GEOTECHNICAL INDIAN

19 - College of Engineering (Estd. 1854), 1854), (Estd. Engineering of College woven geotextile. Change in OMC are varied between 15% th e si. sre o cmato tss r cnutd n c on conducted are tests compaction of series A soil. ced

DECEMBER 2015 DECEMBER auses auses

layers in the sheet form. Tests are conducted for inclined and inclined for conducted are Tests form. sheet the in layers , IIT, Roorkee, as reinforcement provides the additional resistance additional the provides reinforcement as soil changes with the incorporation of of reinforcement behaviour and Compaction [5]. material energy compaction reinforcing of volume and amount reinfo of characteristic as such factors various on depend and different are reinforcement civil with soil and soil virgin of in behaviour Compaction applications of range wide engineering, reinforcement. soil especially in a have mass. soil of characteristic strength and geotextiles of characteristics strength of orientation condition, stress type, soil type, fibre as such soil affects the performance and efficiency of numbe reinforced A material. various of threads by achieved years. be can and metal stripsof geosynthetic, of sheets means of recent masses soil the of Reinforcing in engineering geotechnical and construction the in popularity gained have soil having low bearing capacity. soil the strengthen to required reinforcementis Soil compaction effectsdesign onofret the consider should engineering so wall retaining

India, , [email protected] Pune, Pune, [email protected] fibres

horizontal plane causes the reduction [email protected] Maharashtra, Maharashtra, , quantity of reinforcement, and and reinforcement, quantityof , - woven causes a reduction a causes woven

Pune, India Pune, Geosynthetic materials materials Geosynthetic Reinforcing of a weak

ainingwall. India

rcing media, media, rcing

o factors of r

- 25% 25% and

-

soil φ in the in

Niraj Singh Parihar & Rajesh Prasad Shukla to the compaction, and it also affects the density and oriented discrete crimped polypropylene fibers on water absorption capacity of reinforced soil mass. the compaction and shear parameters of sand The effect of reinforcement on soil shear strength samples. Incorporation of fiber reinforcement has have been studied in the earlier by various caused the less dense packing and more resistance researchers and the influence of other parameters to compaction. With the increase of the fibre content such as fibre type, fibre characteristic, soil in soil, energy absorption capacity of reinforced soil characteristic, orientation of reinforcement, number was increased. Due to extremely low moisture of reinforcement and type of loading have been absorption characteristic of plastic strips, optimum studied using various type of test such as direct moisture content (OMC) of every soil-plastic mix shear tests, unconfined compression tests and remains constant as optimum moisture content of triaxial tests. But only few studies have been soil without plastic fibers. Gaw & Zamora, 2011 conducted to determine the compaction behaviour [17] found that incorporation of coir fibers in the of reinforced soil. soil caused a decrease in optimum moisture content and dry density of soil. Dutta and Rao 2007 [6] found that for a given compaction energy, the presence of the There are a good number of studies available in the reinforcement provides supplementary resistance to literature, which have discussed the compaction the compaction. Relative density of reinforced soil behaviour of reinforced soil but most of studies have mass decreased with increase in the quantity of considered the randomly oriented fiber as a fiber. Fletcher and Humphries (1991) [7] found that reinforcing material rather than geosynthetic. Even inclusion of fiber on silty clay leads to a modest for fiber reinforced soil, there is no agreement reduction in the maximum density of soil. Increase between earlier studies. Few studies have discussed in fiber content caused an increase in optimum the compaction of soil sample with some soil moisture content. Similar observation have been additives as well but studies on the compaction made by Ramesh, H.N. (2010 IGC) [8], Kaniraj & behavior of geotextile reinforced soil are missing in Gayathri (2003) [9], Ramesh et al (2010) [10]. literature. In this study, an attempt has been made to study the compaction parameters of geotextile Ramesh et al. (2010, 2010, 2011) [8, 10-11] found reinforced c-φ soil. This study will able us to find that incorporation of randomly distributed coir fiber that whether compaction of such reinforced soil is in black cotton soil has decreased the maximum dry beneficial or not and which type of geotextile is density and increased the optimum moisture content most suitable for c-φ soil. Compaction tests have of reinforced soil. Chegenizadeh & Nikraz (2011) been performed to determine the effects of [12] used fibre reinforced silty sand and found that inclination of geotextile as well. increase in the length and content of fibers have caused an increase in OMC and decrease in MATERIAL AND APPARATUS USED IN THE maximum dry density of soil. Laskar & Pal (2013) STUDY [13] investigated the effect of waste plastic fiber on A c-φ soil used in present study was collected from consolidation and compaction behaviour of Domehar district of Himachal Pradesh, India. Index reinforced soil. Incorporation of waste plastic fibers properties of soil are shown in tabular form in leaded to a less dense packing of reinforced soil for table1. Grain size distribution of soil are shown in same amount of compaction energy but there is no figure 1 changes in optimum moisture content of reinforced soil. Table 1: Soil Properties Properties Value Kumar et al., 1999 [14] and Ozkul et al, 2007 [15] Liquid limit 41.80% found that the effect of the reinforcement on Plastic limit 21.85%. Plasticity Index 20.05% compaction parameters is insignificant. Ibraim & Effective size (mm) 0.019 Fourmont, 2006 [16] studied the effect of randomly Cohesion (kPa) 52.43 Woven (a) study; (b)Geotextiles Non in used Geotextiles 2: Figure chemicals found inearth. andmicroorganism of geotextiles Used 2. Properties Virendera Pradesh. nonwoven from and woven geotextiles are shown in table Uttar bought Noida, Textiles, were geotextiles The in 2. figure in shown are used and study this in form were sheet geotextiles nonwoven and Woven curveFigure distribution size ofsoil 1:Grain

Fine (%) 100 10 20 30 40 50 60 70 80 90 0 0.001 Max. dryMax. density OMC (%) Angle internal of friction 50th 0.01 IGC -

woven Geotextiles woven are having resistant to various to resistant having are Particle Size(mm)

(gm/cc) (b) (a) 0.1

Venue: Venue: 17 5 0 17.11 8.84 1.73 th th 1

– INDIAN GEOTECHNICAL CONFERENCE GEOTECHNICAL INDIAN

0

19

College of Engineering (Estd. 1854), 1854), (Estd. Engineering of College th

DECEMBER 2015 DECEMBER

10

Table 3: Properties of Table 2 district of Himachal Pradesh. Index properties of of properties Domehar Index Pradesh. from Himachal of collected district were samples soil All PROGRAM PROCEDURE EXPERIMENTAL Figure apparatus test 3:Compaction height. study inFig Apparatusisshown used3. in the in mm 127.3 and 100mm of havingdiameter is mould performed were using laboratory tests compaction All (AOS) Apparent size Opening CBR Puncture Strength Grab Tensile Strength CD Elongation Tensile Strength CD Weight ofFabric Mass Unit Per Properties Puncture strength Trapezoid rearstrength ElongationBreak at Tensile Strength Properties Weight ofFabric Apparent opening Water Permeability :

Properties Geotextiles of nonwoven

, Pune, Pune,

light compaction test. Compaction test. compaction light Area Maharashtra, Maharashtra,

woven Geotextiles woven

Pune, India Pune,

90 Microns 640 N .30 kN 80 % 4.0 KN/m 120 GSM 120 g/m² Values India 620 N 520 N 28 % 42 KN/m Values 240 GSM 0.075 mm 9.5

AND

Niraj Singh Parihar & Rajesh Prasad Shukla collected soil were determined in laboratory as per reduction in the optimum moisture content and Indian standards. Grain size distribution, water maximum dry density of soil. content, direct shear test and consistency limit were determined as per IS: 2720, Part IV: 1975 [18], IS: In case of inclined geotextile, the maximum dry 2700, Part II: 1973 [19], IS: 2720, Part XIII: 1986 density increases with incorporation of woven and [20] and IS: 2720 Part V: 1985 [21] respectively. non-woven geotextile as well. Incorporation of non- woven type geotextiles have a moderate effect on The geotextile sheet was cut into a circular shape of density and optimum moisture content of soil. diameter 98 mm. Geotextile was used in three Change in OMC are varied between 15%-25% and layers. A trial and error method was used to 4%-8% for nonwoven and woven geotextile, determine the initial position and angle of respectively. Changes in maximum dry density and inclination of geotextiles layer in the compaction OMC are shown in Table 3. Figure 4 and figure 5 mould so that after compaction of soil geotextiles show the effect of woven and nonwoven geotextiles layer acquire desirable position and inclination. In on compaction parameters, respectively. Change in trial- error process, the geotextiles were placed at optimum moisture content is more as compared to arbitrary height from the base and arbitrary angle dry density of soil. For normal cases, effect of with horizontal, and these height values and reinforcement on dry density can be neglected. inclination values were noted down in an observation sheet. The soil sample was compacted 2 in layers using an automatic tamping rod. This 1.8 automatic tampering rod have an advantage over 1.6 1.4 manual tampering that it transfer same compaction 1.2 Soil energy in each blow. After compaction process 1 Soil with geotextiles completed, soil sample was detached from mould 0.8 and final positions (height from base) and angle 0.6

Density (gm/cc) Density Soil with inclined were again noted down. This procedure was 0.4 geotextiles 0.2 repeated until geotextile sheets get a desirable 0 position and inclination at the end of compaction 0 10 20 30 test. A series of trial tests were performed to get the Water content (%) desirable position. After every trial location and Figure 4: Effect of woven reinforcement in the inclination have been checked. After determination compaction parameters of position and inclination of geotextiles a series of compaction tests were performed on same soil with 2 and without reinforcement. The relationship 1.8 between moisture content and the dry density of 1.6 unreinforced and reinforced soil specimens were 1.4 developed using a method described in IS: 2720, 1.2 Soil Part VIII: 1985 [22]. 1 0.8 Soil with geotextiles 0.6

RESULTS AND DISCUSSION (gm/cc) Density 0.4 Soil with inclined Optimum moisture content and maximum dry geosynthetic 0.2 density relations graphs were prepared based on the 0 result of compaction test. Horizontal and inclined 0 5 10 15 20 25 30 geotextiles were incorporated in soil sample. For a Water content (%) constant amount of applied compaction energy, Figure 5: Effect of non-woven reinforcement in the there are change in the density and water content of compaction parameters reinforced soil and virgin soil. Horizontal reinforcement, either woven or non-woven causes a 2. 1. REFERENCES geotextiles.woven non by affected dry so maximum of in density increase optimum and content in moisture reduction the optimum causes and reinforcement dry maximum a moisture content of reinforced soil whereas inclined the cause geotextiles in Horizontal reduction ma soil. of and density content moisture optimum reinforcement, Horizontal either woven or non testing. compaction in used were geosynthetic inclined and Horizontal non incorporationand woven of were tests Compaction CONCLUSION Table 5 Table 4 Non Non Woven Woven only Soil of geotextiles Type

Non Non Woven Woven only Soil of geotextiles Type

f agaeh Aayi o Sustainability. of Analysis Bangladesh: of Areas Haor the in Attacks Wave against Works Alam Press.and US. Processes.edition. CRC 2nd Properties Sciences: Soil of Handbook (2011) P.M., Huang, - - - - woven woven woven woven

: :

Change in Change

th

M.K. and Hasan

50

il. Compaction parameters are more more are parameters Compaction il. 30 0 30 0 horizontal the with Inclination 30 0 30 0 the horizontal with Inclination 0 0 -

0 0 0 0

woven geotextiles as compared to compared as geotextiles woven

in

IGC Yuncong Li, Malcolm E. Sumner E. Malcolm Li, Yuncong 0 0

- the OMC ofsoil the OMC densitythe soil woven woven causes a reduction in the conducted with and without without and with conducted

MD.R. MD.R.

1.879 1.655 1.7633 1.700 1.7433 density dry Maximum - 13.46 14.52 16.13 17.95 17.46 OMC

woven geotextiles.woven (2010) Protection Venue: Venue: 17 5

0

th th

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– INDIAN GEOTECHNICAL CONFERENCE GEOTECHNICAL INDIAN

- - - 2.86% (%) OMC in Change 19 22.85% 16.83% 7.60% 7.80% - 1.15% - - (%) γ in Change College of Engineering (Estd. 1854), 1854), (Estd. Engineering of College 5. 2.48% th - 06

2015 DECEMBER

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6. 5. 4. 3. 11. 10. 9. 8. 7.

eatet f ii ad Environmenta Du and Civil Engineering. of Department Tech, Virginia Dissertation, PhD. Analyses.” Earthquakes during Structures Soil Reinforced and Ground Improved of “Performance (2003). C.G. Olgun, walls. Geomembranes, 43(1):82 soil reinforced E Mauricio compaction the and of Modeling H. S. Mirmoradi, Geoenv. Engineering, ASCE Walls Loading. Surcharge Segmental under Soil Reinforced for Model Developing in Hatami Construction Countries, Vol.15(2), 69 of Journal sodium hydroxide treated hydroxide sodium and lime of performance Strength (2011) H.V. K.V., MamaRamesh, H.N., Manoj Krishna, international journal, Jl and soil, K.V. behaviour of lime Krishna Manoj Mamatha H.V (2010), Compaction and strength H.N, Jou. Ramesh inclusions, fiber andGeotextiles Geomembranes, 21,123 oriented with randomly mixed ash fly of behavior Geotechnical Kaniraj, 2010, C Geotechnical Indian Lime Cotton Black of Properties of Geotechnical Effect fiber H.V.2010. K.V. Krishna, H.N., polypropyleneRamesh, of 1295, addition reinforcement. Transportat the bearing California (1991) Humphries WK Fletcher, CS 119 Science Environmental and Engineering of Plastic, Waste with Sand Reinforced of Behaviour the Predicting for Models tta, R.K. and Rao, G.V. (2007), G.V. Rao, and R.K. tta, - 126. 80 IIT Bombay, . Of Geomechanics and Engineering an an Engineering and Geomechanics Of . ,

ratio improvement of remolded soils by soils remoldedof improvement ratio K. –

Pune, Pune, 86 . ad aahi V (2003 V Gayathri, and R S. and Bathurs and .

-

Maharashtra, Maharashtra, ae tde ad Numerical and Studies Case - coir fibe

487 Vo.2, onf.

- Pune, India Pune, R.J. 490. – - 88. 85. – r treated Black cotton ion Research Record,

coir fi coir – N0.1, 19 l o Geotech of Jl.

,

-

etxie and Geotextiles 2010, (2006) Numerical (2006) induced stress on stress induced 132( - , Coir Fiber on on Fiber Coir

India Turkish Journal Turkish and Mamatha, Mamatha, and bre reinforced bre 6 ) Dec - , 673 Regression

28.

.

- 16

(2014) 149. – . and and . 684. Soil. – tha, tha, 18, 18, 31,

), l

Niraj Singh Parihar & Rajesh Prasad Shukla soil. Proc. of Indian Geotechnical Conf. Dec. 15-17, 2011, Kochi, Paper No. J-031, 523-525. 12. Chegenizadeh, A. and Nikraz,H. (2011) Compaction Characteristics of Reinforced Soil. 5th SASTech, May 12-14, 2011, Khavaran Higher-education Institute, Mashhad, Iran. 13. Laskar, A. and Pal, S.K. (2013) Effects of Waste Plastic Fibres on Compaction and Consolidation Behavior of Reinforced Soil. EJGE. 18, Bund. H, 1547-1558. 14. Kumar, R., Kanaujia, V.K. and Chandra, D., 1999, Engineering Behaviour of Fibre- Reinforced Pond Ash and Silty Sand, Geosynthetics International, 6(6), 509-518. 15. Ozkul, Z. H., and Baykal, G. (2007) Shear behavior of compacted rubber fibre–clay composite in drained and undrained loading, Jl. of Geotech. and Geoenv. Engineering, ASCE, 7,767–781. 16. Ibraim, E. and Fourmont, S. (2006) “behaviour of sand reinforced with fibres,” Soil Stress- Strain Behavior: Measurement, Modelling and Analysis, Geotechnical Symposium in Roma, pp. 807–818. 2007 Springer. 17. Gaw, B. and Zamora S. (2011) “Soil reinforcement with natural fibres for low- income housing communities,” A Major Qualifying Project LDA-1006 and MT-1003, Faculty of Worcester Polytechnic Institute. 18. IS: 2720, Part IV: 1975, Indian Standard,” Grain Size Analysis”, (1975). 19. IS: 2700, Part II: 1973, Indian Standard, “Determination of Water Content”, (1973). 20. IS: 2720, Part XIII: 1986, Indian Standard, “Determination of direct shear test”, (2002) 21. IS: 2720, Part V: 1985, Indian Standard, “Determination of Liquid and Plastic Limit”, (1985). 22. IS: 2720, Part VIII: 1985, Indian Standard, “Determination of water content-dry density relation using heavy compaction”, (1983).