![REFERENCES
[1] S. A. Naeini and S. M. Sadjadi ,(2008) ,” Effect of Waste Polymer Materials
on Shear Strength of Unsaturated Clays”, EJGE Journal, Vol 13, Bund k,(1-
12).
[2] Yetimoglu, T., Inanir, M., Inanir, O.E., (2005). A study on bearing capacity of
randomly distributed fiber-reinforced sand fills overlying soft clay. Geotextiles
and Geomembranes 23 (2), 174–183.
[3] Chaosheng Tang, Bin Shi, Wei Gao, Fengjun Chen, Yi Cai, (2006). Strength
and mechanical behavior of short polypropylene fiber reinforced and cement
stabilized clayey soil. Geo textiles and Geomembranes 25194–202.
[4] Mah mood R. Abdi, Ali Parsapajouh, and Mohammad A. Arjomand,(2008),”
Effects of Random Fiber Inclusion on Consolidation, Hydraulic Conductivity,
Swelling, Shrinkage Limit and Desiccation Cracking of Clays”, International
Journal of Civil Engineering, Vol. 6, No. 4, (284-292).
[5] Consoli, N. C., Prietto, P. D. M. and Ulbrich, L. A. (1999). ‘‘The behavior
of a fibre-reinforced cemented soil.’’ Ground Improvement, London, 3(1),
21–30.
[6] IS 2720 - 1980-87
[7] The need for soil stabilization, April 9, 2011 by Ana [online]
[8] Methods of soil stabilization, December 24, 2010 [online]
[9] Prof. Krishna Reddy, UIC, 2008, Engineering Properties of Soils
Based on](https://image.slidesharecdn.com/khalid-170307181159/85/Khalid-ppt-23-320.jpg)
Khalid.ppt
- 1. TITLE: EFFECT OF UCC STRENGTH OF SILTY SOIL STABILIZED WITH WASTE PLASTIC STRIPS PRESENTED BY: KHALID RASOOL WANIE UNDER THE GUIDANCE OF ASST. PROFESSOR KAVYA P GOWDA,EPCET
- 2. ABSTRACT The present study deals with the effect of stabilizers on the early strength gain of soil stabilized with waste plastic strips. The development of UCC strength of stabilized soil with waste plastic strip over a curing period of 2 hours, 3 days and 7 days was studied. The waste plastic strips used in the present work were made into strips of 12mm length and 3mm breadth. The results of the study indicated that addition of waste plastic strips resulted in increase in early strength with different proportions (1%, 1.25%,1.5%) respectively.
- 3. INTRODUCTION For the construction of any kind of structure resting on weak soil, there are many available methods used to improve the bearing capacity and reduce the settlement of such soils. One of these methods is using reinforcement. Recycling plastic waste from water bottles has become one of the major challenges worldwide. The bottled water is the fastest growing beverage in the world. . The plastic waste results in improvement of soil in the case of roads, buildings and embankments, soil being a natural resource, the quantity of soil can be reduced Thus, it provides two beneficial advantages i.e. reuse of plastic waste materials and the other is the reduction in consumption of natural material like soil.
- 4. UCC TEST APPARATUS •Compression Machine •Proving ring of capacity 500N to 1000N with (least count 1 & 0.2 resp.) •Dial gauge of LC 0.01 •Split mould of dia. 35mm and length 86mm •Balance accuracy of 0.1g •Sample extruder •Stop watch •Scale •Knife •Grease/ oil
- 6. PROCEDURE •Coat the inside of split mould with a thin layer of greaseoil to prevent the adhesion of soil. •Extrude the specimen from the sampling tube to the split mould with the help of sample extruder and knife. •Trim the two ends of mould. •Weight the soil sample and mould. •Remove the sample from the mould by splitting into two parts. •Measure the length and dia. Of specimen. •Place the specimen on the bottom plate of the compression machine. •Raise the bottom plate of the machine to make contact of the specimen with the upper plate. •Adjust the strain dial gauge and proving ring dial gauge to read zero. •Apply the compression load by raising the bottom plate of the machine to produce the axial strain at a rate of ½ to 2% per minute. •Record the strain and proving dial gauge readings every 50 seconds. •Compress the specimen till it fails or 20% of vertical deformation is reached..
- 8. MATERAILS AND METHODS The soil used for the study was sourced from farm land in Bangalore .The properties of the soil were tested in the laboratory and results are summarized in table1: S NO PROPERTY VALUE 1 SPECIFIC GRAVITY 2.65 2 LIQUID LIMIT 35% 3 PLASTIC LIMIT 20% 4 PLASTICITY INDEX 15% 5 OMC 14% 6 MDD 1.72% 7 UCC@ 0th day sample (unreinforced sample 0.0192kn/m2 8 UC @ 3rd day sample(unreinforced sample 0.0375 kn/m2 9 UCC @ 7th day sample(unreinforced sample) 0.03980 kn/m2
- 9. DGR (divisions) Deformation (mm) PRR (divisions) Load (KN) Corrected Area (mm2) Strain Stress 0 0 0 0 0 0 0 50 0.5 2 0.07 9.677 0.0588 0.0007233 100 1 5 0.0175 9.734 0.1176 0.001797 150 105 9 0.0315 9.792 0.176 0.003217 200 2 10 0.035 9.831 0.235 0.00356 250 2.5 14 0.049 9.911 0.302 0.00492 300 3 14 0.049 9.972 0.383 0.00584 350 3.5 24 0.084 10.033 0.402 0.00612 400 4 27 0.0945 10.095 0.465 0.00784 450 4.5 29 0.1015 10.157 0.529 0.0192 500 5 31 0.1085 10.221 0.5882 0.0106 550 5.5 30 0.1 10.285 0.647 0.00972 Results and discussions of UCC test : UCS @ 0th day sample 1
- 10. 0 0.002 0.004 0.006 0.008 0.01 0.012 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 STRAIN STRESS UCS=0.0192KN/M2 UCS @0TH DAY SAMPLE1
- 11. DGR (divisions) Deformation(mm) PRR (divisions) Load (KN) Corrected Area (mm2) Strain Stress 0 0 0 0 0 0 0 50 0.5 9 0.014 9.677 0.059 0.004 100 1 15 0.053 9.734 0.096 0.005 150 1.5 19 0.067 9.792 0.178 0.006 200 2 24 0.084 9.851 0.235 0.009 250 2.5 30 0.105 9.911 0.294 0.011 300 3 35 0.123 9.972 0.353 0.012 350 3.5 40 0.14 10.03 0.411 0.014 400 4 46 0.161 10.1 0.47 0.018 450 4.5 53 0.186 10.16 0.529 0.021 500 5 58 0.203 10.22 0.588 0.024 550 5.5 64 0.224 10.29 0.647 0.027 600 6 68 0.238 10.35 0.706 0.033 650 6.5 71 0.249 10.42 0.764 0.036 700 7 69 0.241 10.43 0.823 0.031 UCS @ 3RD DAY SAMPLE 1
- 12. 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0 0.2 0.4 0.6 0.8 1 strain stress UCS =0.0362KN/M2 GRAPH OF UCS @ 3RD DAY SAMPLE 1
- 13. DGR(divisions)Deformation(mm)PRR(divisions)Load(KN) CorrectedArea(mm2) Strain Stress 0 0 0 0 0 0 0 50 0.5 18 0.063 9.67 0.0588 0.01256 100 1 25 0.0875 9.734 0.1176 0.0298 150 1.5 28 0.098 9.792 0.176 0.03489 200 2 33 0.1155 9.851 0.235 0.03668 250 2.5 37 0.1295 9.911 0.294 0.03789 300 3 35 0.147 9.972 0.353 0.03485 350 3.5 32 0.152 10.033 0.4109 0.03187 UCS @ 3rd day sample 2 readings
- 14. 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 Stress Strain ucs=0.03755kn/m2 UCS @ 3rd day (Sample 2)
- 15. Deformation(mm) PRR (divisions) Load (KN) Corrected Area (mm2) Strain Stress (KN/M3) 0 0 0 0 0 0 0.5 7 0.025 9.677 0.0588 0.03 1 18 0.063 9.734 0.1176 0.07 1.5 23 0.08 9.792 0.146 0.08 2 26 0.091 9.851 0.235 0.09 2.5 26 0.091 9.911 0.276 0.0984 3 26 0.091 9.972 0.353 0.0921 3.5 24 0.091 10.033 0.3812 0.08 UCS @ 7th day sample1 readings
- 16. 0 0.02 0.04 0.06 0.08 0.1 0.12 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 STRAIN STRESS UCS=0.0984KN/M2 UCS @ 7TH DAY SAMPLE 1
- 17. DGR (divisions) Deformation(mm) PRR (divisions) Load (KN) Corrected Area (mm2) Strain Stress 0 0 0 0 0 0 0 50 0.5 10 0.035 9.677 0.0588 0.026 100 1 11 0.0385 9.734 0.1176 0.03 150 1.5 14 0.049 9.792 0.176 0.0456 200 2 18 0.063 9.851 0.235 0.0525 250 2.5 18 0.063 9.91 0.294 0.0588 300 3 19 0.0665 9.972 0.353 0.0687 350 3.5 19 0.0665 10.033 0.4117 0.0725 400 4 22 0.077 10.095 0.4705 0.0756 450 4.5 21 0.0735 10.157 0.529 0.072 UCS @ 7th day sample2 readings
- 18. 0 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008 0.009 0 0.1 0.2 0.3 0.4 0.5 0.6 Stress Strain UCS =0.0756KN/M2 UCS @7th day (Sample 2)
- 19. DGR PRR CORRECTED AREA LOAD STRAIN STRESS 50 13 19.72 54.8 0.0033 0.0277 100 20 19.82 82.79 0.0067 0.0417 150 26 19.92 109.6 0.01 0.055 200 29 20.03 122.43 0.0133 0.0612 250 31 20.13 128.26 0.0167 0.0639 300 29 20.24 120.1 0.02 0.0593 350 26 20.34 107.27 0.0233 0.0527 UCS @ 0TH DAY SAMPLE1 WITH PLASTIC STRIP PROPORTION 1%
- 20. 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0 0.005 0.01 0.015 0.02 0.025 s t r e s s Strain UCS= 0.062KN/M2 UCS @ 0th day sample added with 1%plastic strips
- 21. DGR PRR CORRECTED AREA LOAD STRAIN STRESS 50 14 19.72 59.47 0.0033 0.0302 100 19 19.82 80.45 0.0067 0.0406 150 26 19.92 109.6 0.01 0.055 200 29 20.03 122.43 0.0133 0.0612 250 31 20.13 129.43 0.0167 0.0643 300 30 20.24 123.6 0.02 0.0611 350 26 20.34 108.44 0.0233 0.0533 UCS @ 0TH DAY SAMPLE ADDED WITH 1.25% PLASTIC STRIPS
- 22. 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0 0.005 0.01 0.015 0.02 0.025 STRESS STRAIN UCS =0.0642KN/M2 UCS @ 0TH DAY SAMPLE ADDED WITH 1.25 % PLASTIC STRIPS
- 23. REFERENCES [1] S. A. Naeini and S. M. Sadjadi ,(2008) ,” Effect of Waste Polymer Materials on Shear Strength of Unsaturated Clays”, EJGE Journal, Vol 13, Bund k,(1- 12). [2] Yetimoglu, T., Inanir, M., Inanir, O.E., (2005). A study on bearing capacity of randomly distributed fiber-reinforced sand fills overlying soft clay. Geotextiles and Geomembranes 23 (2), 174–183. [3] Chaosheng Tang, Bin Shi, Wei Gao, Fengjun Chen, Yi Cai, (2006). Strength and mechanical behavior of short polypropylene fiber reinforced and cement stabilized clayey soil. Geo textiles and Geomembranes 25194–202. [4] Mah mood R. Abdi, Ali Parsapajouh, and Mohammad A. Arjomand,(2008),” Effects of Random Fiber Inclusion on Consolidation, Hydraulic Conductivity, Swelling, Shrinkage Limit and Desiccation Cracking of Clays”, International Journal of Civil Engineering, Vol. 6, No. 4, (284-292). [5] Consoli, N. C., Prietto, P. D. M. and Ulbrich, L. A. (1999). ‘‘The behavior of a fibre-reinforced cemented soil.’’ Ground Improvement, London, 3(1), 21–30. [6] IS 2720 - 1980-87 [7] The need for soil stabilization, April 9, 2011 by Ana [online] [8] Methods of soil stabilization, December 24, 2010 [online] [9] Prof. Krishna Reddy, UIC, 2008, Engineering Properties of Soils Based on