CBR (CALIFORNIA BEARING RATIO) TEST OF SOIL(IS-2720-PART-16-1979)

CBR

CBR (CALIFORNIA BEARING RATIO) TEST OF SOIL(IS-2720-PART-16-1979)

OBJECTIVE

Determination of CBR of soil either in undisturbed or Remoulded condition

REFERENCE STANDARDS

IS: 2720(Part 16)-1973- Methods of test for soils: Laboratory determination of CBR.

EQUIPMENTS / APPARATUS

§  Compression machine

§  Proving ring, Dial gauge, Timer

§  Sampling tube

§  Split mould

§  Vernier caliper

                 

                                                   Fig:-Showing CBR testing apparatus

PREPARATION SAMPLE

The test may be performed

(a) On undisturbed soil specimen

(b) On remoulded soil specimen

(a) On undisturbed specimen

Undisturbed specimen is obtained by fitting to the mould, the steel cutting edge of 150 mm internal diameter and pushing the mould as gentky as possible into the ground. When the mould is sufficiently full of soil, it shall be removed by under digging. The top and bottom surfaces are then trimmed flat so as to give the required length of specimen.

(b) On remoulded Specimens
The dry density for remoulding should be either the field density or if the subgrade is to be compacted, at the maximum dry density value obtained from the Proctor Compaction test. If it is proposed to carry out the CBR test on an unsoaked specimen, the moisture content for remoulding should be the same as the equilibrium moisture content which the soil is likely to reach subsequent to the construction of the road. If it is proposed to carry out the CBR test on a soaked specimen, the moisture content for remoulding should be at the optimum and soaked under water for 96 hours.

Soil Sample – The material used in the remoulded specimen should all pass through a 19 mm IS sieve. Allowance for larger material may be made by replacing it by an equal amount of material which passes a 19 mm sieve but is retained on a 4.75 mm IS sieve. This procedure is not satisfactory if the size of the soil particles is predominantly greater than 19 mm. The specimen may be compacted statically or dynamically.

I. Compaction by Static Method

The mass of the wet soil at the required moisture content to give the desired density when occupying the standard specimen volume in the mould is calculated. A batch of soil is thoroughly mixed with water to give the required water content. The correct mass of the moist soil is placed in the mould and compaction obtained by pressing in displacer disc, a filter paper being placed between the disc & soil.

II. Compaction by Dynamic Method

For dynamic compaction , a representative sample of soil weighing approximately 4.5 kg or more for fine grained soils and 5.5 kg or more for granular soil shall be taken and mixed thoroughly with water. If the soil is to be compacted to the maximum dry density at the optimum water content determined in accordance with light compaction or heavy compaction, the exact mass of soil required is to be taken and the necessary quantity of water added so that the water content of soil sample is equal to the determined optimum water content. The mould with extension collar attached is clamped to the base plate. The spacer disc is inserted over the base plate and a disc of coarse filter paper placed on the top of the spacer disc. The soil water mixture is compacted into the mould in accordance with the methods specified in light compaction test or heavy compaction test.

PROCEDURE

1.      The mould containing the specimen with the base plate in position but the top face exposed is placed on the lower plate of the testing machine.

2.      Surcharge weights, sufficient to produce an intensity of loading equal to the weight of the base material and pavement is placed on the specimen.

3.      To prevent upheaval of soil into the hole of the surcharge weights, 2.5 kg annular weight is placed on the soil surface prior to seating the penetration plunger after which the remainder of the surcharge weight is placed.

4.      The plunger is to be seated under a load of 4 kg so that full contact is established between the surface of the specimen and the plunger.

5.      The stress and strain gauges are then set to zero. Load is applied to the penetration plunger so that the penetration is approximately 1.25 mm per minute.

6.      Readings of the load are taken at penetrations of 0.0, 0.5, 1.0, 1.5, 2.0, 2.5, 4.0, 5.0, 7.5, 10.0 and 12.5 mm.

7.      The plunger is then raised and the mould detached from the loading equipment.

                                        Table:-CBR

Wt. of Rammer :- 2.60 kg          Amount of compaction :- light/ heavy

proving Factor  :- 2.36

S.No.	Penetration (mm)	Force details
		Proving Reading (Div.)	Load on the plunger (Kg")	Corrected Load (Kg)
1	0.00	0.00	0.00
2	0.5	12	28.32
3	1	22	51.92
4	1.5	34	80.24
5	2	48	113.28
6	2.5	62	146.32	465.00
7	3	80	188.80
8	4	100	236.00
9	5	135	318.60	1080
10	6	171	403.56

CALCULATION

Load-Penetration curve:

The load penetration curve is plotted taking penetration value on x-axis and Load values on Y-axis. Corresponding to the penetration value at which the CBR is desired, corrected load value is taken from the load-penetration curve and the CBR calculated as follows

California bearing ratio = (P_T/P_S)x100

Where

P_T = Corrected unit (or total) test load corresponding to the chosen penetration curve, and

P_S = Unit(or total) standard load for the same depth of penetration as for P_S taken from standard code.

Corrected load at 2.5 mm & 5 mm has been taken from plotted graph

unit load at 2.5 mm penetration = 1370 kg

unit load at 5 mm penetration  = 2055 kg

Soaked CBR Value at 2.5 mm (in %) = 150*100/1370

 Soaked CBR Value at 5 mm (in %) = 325*100/2055

REsult

The CBR values are usually calculated for penetration of 2.5 mm and 5 mm. The CBR value is reported correct to the first decimal place.

CBR value at 2.5 mm = 10.95%

CBR value at 5 mm =7.30%

PRECAUTIONS

§  Clean the sieves with the help of a brush, after sieving

§  While weighing put the sieve with soil sample on the balance in a concentric position.

§  Check the electric connection of the sieve shaker before conducting the test.