1.Earthworks

Determination of Soil Gradation

A. Dry Sieve Analysis

(for soil fraction retained on 4.75 mm sieve)

1. Prepare the sample by drying i t air or oven and bring it to room temperature.

2. Clean all the sieves to be used (40 mm, 25 mm, 20 mm, 10 mm, 4.75 mm)

3. Weigh the required quantity of material from the prepared sample.

4. Place the sieves over a clean tray one over the other in the ascending order in the

ascending order of size.

5. Shake the sieve with a varied motion, backwards and forwards, left to right, circular

clockwise and anti clockwise, and with frequent jerking, so that the material is kept

moving is kept moving over the sieve surfaces.

6. Do not force the material through the sieve by hand, except for sizes coarser than

20 mm.

7. Break the lumps of fine particles, if any with fingers against the side of the sieve.

8. Light brushing with a soft brush on the under side of sieve may be done to clear

surface.

9. Find the individual weight of material retained on each sieve and record.

10. Calculate the percentage by weight of the total sample passing each sieve and report

the results in Form EW-1.

B. Wet Sieve Analysis

(for soil fraction passing 4.75 mm sieve and retained on 75 micron sieve)

1. Take a portion of the sample prepared by drying in oven and brought to room

temperature.

2. Soak the sample in water and leave it for soaking overnight.

3. Wash out the finer fraction passing through 75 micron sieve.

4. Then dry it in oven for 24 hours and sieve the dry particles and find the percentage of

soil passing through each sieve and report the results in Form EW-1

Sieve Analysis of Soil

Dry Sieving

I.S. sieveDesignation

Weight of sample retained(gm)

Percent of Wt. Retained

Cumulative percent of Wt. Retained(%)

Percentage of Wt. Passing

40 mm25 mm20 mm 10 mm 4.75 mm

Wet Sieving

I.S. sieveDesignation

Weight of sample retained(gm)

Percent of Wt. Retained

Cumulative percent of Wt. Retained(%)

Percentage of Wt. Passing

2.36 mm1.18 mm 600 µ425µ75µ

Summary of Results

Clay/ silt (-75 micron) percentSand (-4.75 mm+75 micron) percentGravel(-40 mm+4.75 mm) percent

Determination of Atterberg Limits of Soil

A. Liquid Limit(LL)

1. Take 120 gm of soil passing IS: 425 micron sieve.

2. Mix it with distilled water to from a paste.

3. Place a portion of the paste in the cup of the apparatus.

4. Level the specimen to half the cup.

5. Cut the paste with the standard grooving tool along the centre line.

6. Start rotating the handle at 2 revolutions per second.

7. Count number of blows till two parts of the sample come into contact at the bottom

of the groove (along a distance of 12 mm).

8. Record the number of blows and determine m.c. of the sample taken near the closed

the groove.

9. Repeat the test by changing the m.c. so that number of blows to close the groove is

from 35 to

10. Plot a graph between log (number of blows ) and moisture content and fit a straight

Line.

11. Read the m.c. corresponding to 25 number of blows from the graph. This gives the

Limit of the soil.

B . Plastic Limit (PL)

1. Take about 30gm of soil passing IS: 425 micron sieve.

2. Mix it with distilled water to form a paste.

3. Take about 8gm of soil from the paste and make a ball.

4. Roll the ball on a glass plate with hand to make a thread.

5. When the diameter of thread reaches 3 mm, remould the soil again to a ball.

6. Repeat the process of rolling ad remoulding until the thread of soil just starts

crumbling at a dia of 3 mm.

7. Determine the m.c. of the crumbled threads.

8. Repeat the test two more times with fresh portion of the soil mix.

9. The average of the m.c. of the soil in the three trials gives the Plastic Limit of the soil.

C. Plasticity Index (PI)

Plasticity Index is determined by subtracting the value of plastic limit from the value

of the liquid limit.

PI = LL – PL

Report the result in From EW -2.

Form EW -2

Atterberg Limits Test

Determination of Liqid Limit (LL)

1 2 3 4 5 6 Remarks

Container Number

Weight of Container + Wet soil

Weight of Container = Dry soil

Loss of Moisture

Wt. of container

Wt. of dry soil

Moisture content %

Number of blows

Liquid Limit(LL) = ------------- percent

Determination of Plastic Limit (PL)

1 2 3 Remark

Container Number

Weight of Container + Wet soil

Weight of Container = Dry soil

Loss of Moisture

Wt. of container

Wt. of dry soil

Moisture content % (mc1) (mc2) (mc3)

Plastic Limit(PL) = mc1+mc2+mc 3

3 = ________ percent

Plasticity Index (PL) = LL - PL=__________percent

Determination of Moisture Content of Soil

1. Clean the container tin with lid dry and weight (W1).

2. Take the required quantity of soil specimen in container, crumbled and placed loosely

And weigh with lid (W2).

3. Then keep it in an oven with the lid removed and maintain the temperature of the oven

at 1100 C±50 C.

4. Dry the specimen in the oven for 24 hours.

5. Take out container from oven, place the lid back on the container and cool the

container in desiccators.

6. Record the final weight (W3) of the container with lid and dried soil sample.

7. Calculate the percentage of moisture content using the formula:

M .C=w2−¿w3

w3−w1×100¿

8. Report the results in Form EW-3.

Moisture Content Test of Soil

Sample No.

Tin No. Wt. of tin (gm) (W1)

Wt. of Tin+wet soil (gm) (W2)

Wt. of Tin+dry soil (gm) (W3)

Loss of water (gm) (W2) (W3)

Wt. of dry soil (gm) (W3)-(W1)

Moisture content

(%)

Note : Speedy Moisture Meters are also available in the Market. These are based on the principal that water will react with calcium carbide to form acetylene gas. Quantity of gas formed is directly proportional to the water present. The quantity of gas can be read from a pressure gauge which is calibrated in percentage of moisture on wet weight basis. This can then be converted to moisture content based on dry weight.

Swell Index Text

1. Take two samples of dry soil, 10gm each

2. Take two 100 ml graduated glass cylinder

3. Pour the soil sample in each cylinder

4. Fill distilled water in one cylinder and Kerosene in the other cylinder upto 100 ml

marks.

5. Remove the entrapped air by gently shaking or stirring with a glass rod.

6. Leave the samples to settle and allow sufficient time (24 hours or more) for

the soil samples to attain equilibrium state of volume.

7. Read the final volume of soil in each cylinder.

8. Determine the differential free swell index Sd using the formula

S d=Volumeof soil∈water−volume of soil∈KeroseneVolume of soil∈kerosene

× 100

9. If the value of Sd is 50 percent or more. The soil is expansive and not suitable for

use as embankment fill material. (For EW- 5(a))

Swell Index Test

From EW-5(a)

Sample No.

Final volume of soil in waterVw

Final volume of soil in Kerosene

Vk

Free Swell Index

S d=V w−V k

V k

Note: permissible Limit ....................... Max 50 percent.

Determination of Proctor Density

(Light Compaction)

1. Weigh the mould (W1) to the nearest 1 gm with base plate attached.

2. Take 4 kg of air dried soil passing 20 mm IS sieve.

3. Add a known percentage of water (moisture content well below the assumed optimum

moisture content) by weight of dry soil depending on the expected optimum moisture

content.

4. Fix the collar (extension) to the mould.

5. Fill the mould by compacting the specimen in three layers with 2.6 kg rammer for

light compaction, by giving 25 blows to each layer.

6. Remove the extension and level off carefully to the top of the mould by means of

straight edge.

7. Take the weight of the mould and the soil (W2).

8. Repeat the same procedure for various percentages for water until the weight of the

mould + soil attains a peak and starts reducing with increase in water content. Ensure

that a minimum of 5 points are available to plot the graph of dry density vs moisture

content.

9. Find out the moisture content as explained in Test EW-3 Tabulate the results

(Form EW-4).

10. By using the graph of dry density vs moisture content, find out the maximum dry

density and the corresponding moisture content and report as MDD and OMC

respectively.

Note: For heavy compaction test, in step 5, use 4.9 kg hammer (instead of 2.6 kg hammer). IRC manual has indicated 98 percent 98 percent density with heavy compaction in case of granular Sub base. For light compaction, this will be equivalent of at least 100 percent density.

Date sheet for compaction Test of Soil

Description of sampleType of test Standard ProctorWeight of mould W1 (gm)Volume of mould Vm (cc)Per cent retained on 20 mm IS sieve

S.N

o

Wei

ght o

f mou

ld +

co

mpa

cted

soil

(gm

s) W

2

Wei

ght o

f wet

soil

(gm

s) W

2-W1

Wet

den

sity

(gm

/cc)

Moisture content determination

Con

tain

er N

o.

Wei

ght o

f con

tain

er

(gm

s)

Wei

ght o

f con

tain

er +

wet

so

il (g

ms)

Wei

ght o

f con

tain

er +

dry

soil

(gm

s)

Wei

ght o

f wat

er) (

Ww

) (g

ms

Wei

ght o

f dr

y so

il (w

s)

(gm

s)

Moi

stur

e co

nten

t (%

)(W

)

Dry

den

sity

(gm

/cc)

1.2.3.4.5.6.

Wet density of compacted soil Y m=W 2−W 1

V mgm /cc

Where

W2 – weight of mould + soil (gm)

W1– weight of mould (gm)

Vm – volume of moould (cc)

Dry density of compacted soil Y d=100

100+w×Y m

Where W= moisture content

Determination of CBR

(Static Method and Dynamic Method)

1. Compaction by Static Method

1.1 Find the weight of oiled empty CBR mould with base plate and filter paper placed

placed in.

1.2 Calculate the weight of soil required at OMC by using the formula ;

Percent of compactionrequired × MDD (¿ gmcc

)

100×(1 OMC

100 )× volumeof mould

1.3 Take 6 kg of soil and mix it thoroughly after adding the quantity of water required to

Bring it to state at which it can be compacted to attain its maximum dry density.

1.4 Take the required quantity of this soil as calculated in step 1.2

1.5 Place this soil in the mould in 2 or 3 layers by ramming the layers lightly by a disc so

that a levelled surface is attained.

1.6 Over the compacted specimen, place one spacer disc approximately equal to one –

third height of the compacted specimen.

1.7 Then compress it in a compressing machine or any similar suitable apparatus till the

spacer is just pushed to the top of the mould.

1.8 Remove the spacer disc.

2. Compaction by Dynamic Method

2.1 Take 6kg of over dried soil.

2.2 Add water (optimum water content required to attain max. Day density ) to it and mix

it thoroughly.

2.3 Take the empty weight of oiled CBR mould.

2.4 Fit the collar to the mould.

2.5 Place a spacer disc in it and then place one filter paper over it.

2.6 Fill the soil mixture in the mould in 5 layers by giving 55 blows to each layer.

2.7 Remove the collar and trim it off by a straight edge.

2.8 Then remove the mould from base plate, take spacer dis out.

2.9 Invert the mould and fix it in position on the base plate after placing a filter paper.

3 Finding degree of compaction

3.1 After compaction, weight the mould with specimen.

3.2 Find the weight of the specimen.

3.3 Take a portion of the remaining sample left in the tray and find the moisture content.

(As in Test EW-3)

3.4 Find the dry density and compare it with the maximum dry density and find the

degree of compaction (%) by comparing this with the maximum dry density.

4 Determining swell index

4.1 After weighing the moulds, place the surcharge weight (approximately 5.0 kg),

a perforated disc connected with a adjustable stem. Place this assembly in the mould.

4.2 Place the tripod having the micrometer in place and adjust the stem to touch the

micrometer indicator and find the initial reading on the micrometer.

4.3 The place the mould in water tank and soak it for 96 hours.

4.4 After 96 hours, find the micrometer reading.

4.5 Find the difference in reading.

4.6 Find the swell index by dividing the swell by the height of the specimen before

Soaking. Express this in percentage. [Form EW-5(C)]

Form EW(C)

Swelling Test of Soil

Mould nos. Height of Specimen

Dial gauge reading L.C. of dial guage

Total Swelling(C-B)×D

Swelling Index E× 100

A(mm) Initial Final (mm) (mm) (Percent)(A) (B) (C) (D) (E)

i.

ii. iii.

5. Determining CBR

5.1 After 96 hours of soaking and after measuring the swell, find the weight of the mould

with soaked specimen (to be used for finding degree of compaction after soaking) .

5.2 Drain the excess water by keeping the specimen vertically or by tilting for 10- 15

minutes (for any specimen no titling is to be done).

5.3 Remove the filter paper in the specimen and keep it in the CBR testing machine to

show penetration when the specimen is loaded.

5.4 Place the same surcharge weight when soaking.

5.5 Adjust the penetration measuring micrometer and the platform on which the CBR

mould containing the specimen rests, to show penetration when the specimen is

loaded.

5.6 Start loading the specimen, after adjusting the penetration dial and the proving ring

to zero mark.

5.7 Note the deflections in the dial gauge of the proving ring for corresponding

penetrations as per the requirement, (deflections are noted for penetrations of

0.5,1,1.5,2,2.5,3,5,5,7.5,10,12,12.5 mm of the plunger).

5.8 Plot the deflections against the penetration (in mm) in a semi log graph. (Altern-

atively, deflections can be converted into loads and plot penetration vs load).

5.9 Find the correction required to be applied for the deflections (when and S-type curve

is formed, the lower bend can be avoided by drawing a straight line).

5.10 Correct the deflection by shifting the points actually plotted, (if a correction of 0.5mm

Is observed, instead of taking deflection for penetration of 2.5mm, deflection for 3mm

shall be taken).

5.11 Take the deflection for 2.5mm and 5mm (for corrected curves, corrected deflection

Shall be taken).

5.12 Convert these deflections into loads by applying the calibration factors.

5.13 Find the CBR values for these penetrations by using the formula.

CBR=PT ×100

Ps

Where PT = Load corresponding to the chosen penetration.

Ps = Standard load for the penetration from the table given below.

Penetration Depth Unit Standard Load Toatl Standard Load2.5mm 70kg/Sqm 1370kg.5mm 105kg/Sqm 2055kg.

5.14 The higher of the two values is reported as CBR (Form EW-5)

6. Determining degree of compaction after soaking

6.1 Before testing itself , the weight of the specimen is noted as explained earlier.

6.2 After testing, take a portion of soil from the specimen (top portion where penetration

tested) and find the moisture content as explained in step 3.

6.3 Find the degree of compaction.

Form No.EW-5

CBR Test of Soil

Capacity of proving Ring:

Value of one divn. In:

Time of Penetration @ 1.25mm/min

Penetration Proving Ring Reading

Load Intensity (Kg/cm2) (A) X one Divn. Value area of Plunger

Corrected Load Intensity

(Kg/Cm2)

Standard Load Intensity

(kg/cm2)

Unsoaked/ soaked CBR% C ×10

D

Average CBR (%)

(A) (B) (C) (D) (E)Min. Sec. (mm) i. ii. iii. i. ii. iii. i. ii. iii. Std. i. ii. iii.0-0 0.00-24 0.50-48 1.01-12 1.51-36 2.02-0 2.5 70

2-24 3.03-12 4.04-0 5.0 1056-0 7.5 1348-0 10.0 16210-0 12.5 183

Average CBR at 2.5mm penetration: (%)

Average CBR at 5.0mm penetration: (%)

Average Saturation Moisture Content: (%)

Average Swelling: (%)

Determination of Field Density of Soil

(Sand replacement method)

1. The pouring cylinder shall be filled so that the level of the sand in the cylinder is within about 10 mm of the top. Its total initial weight (Wi) shall be found and shall be maintained constant throughout the tests for which the calibration is used. Volume of sand equivalent to that of the excavated hole in the soil (or equal to that calibration container) shall be allowed to run out of the cylinder. The shutter on the pouring cylinder shall then be closed and the cylinder placed on a plane surface such as the glass plate. (Sand should be clean natural sand passing 300 micron sieve and retained on 600 micron).

2. The shutter on the pouring cylinder shall be opened and sand allowed to run our. When no further movement of sand takes place in the cylinder, the shutter shall be closed and the cylinder moved carefully.

3. The sand that has filled the cone of the pouring cylinder (that is the sand that is left on the plane surface) shall be collected and weighed to the nearest gram repeated at least three times and then mean weight (W2) taken.

4. The internal volume(V) in cc of the calibrating container may be calculated from its internal dimensions.

5. The pouring cylinder shall be placed concentrically on the top of the calibrating container after being filled to the constant weight (Wi). The shutters on the pouring cylinder shall be closed during this operation. The shutters shall be opened and sand allowed to run out. When no further movement of sand takes place, the shutter shall be closed. The pouring cylinder shall be removed and weighed to the nearest gram.

6. These measurements shall be repeated at least three times and the mean weight (W3 ) taken.

7. A flat area, approximately 45 cm square, of the soil to be tested shall be exposed and trimmed down to a level surface, preferably with the aid of the scraper tool.

8 A round hole approximately 10 cm dia and the depth of the layer to be tested upto a maximum of 10cm depth shall be excavated in the soil. No loose material shall be left in the hole. The metal tray with a central hole shall be laid on the prepared surface of the soil with the hole over the portion of the soil to be tested –the hole in the soil shall then be excavated using the hole in the tray as a patter. This tray shall be removed before the

pouring cylinder is placed in a position over the excavated soil shall be carefully collected and weighed to the nearest gram.

9. The moisture content (W) of the excavated soil shall be determined by taking representative sample of soil. Alternatively the whole of the excavated soil may be dried and weighted (Wd).

10. The pouring cylinder filled to the constant weight (WO shall be placed so that the base of the cylinder covers the hole concentrically, the shutters on the pouring cylinder shall be closed during this operation. The shutter then be opened and sand allowed to run out into the hole.

11. The pouring cylinder and surrounding area shall not be vibrated during this period. When no further movement of sand takes place, the shutter shall be closed. Teh cylinder shall be removed and weighed to the nearest gram (W4) (See Note).

Note: It is necessary to make a number of repeated determinations say 4 to 5 and to average the results, since the dry density of the soil varies appreciably from point to point.

12. The weight of sand (Wa) in gm required to fill the calibrating container shall be calculated from the following formula.

Wa =W1 - W2 - W3

Where

W1 – Weight of pouring cylinder and sand before pouring into calibrating cylinder in gm.

W2 - Mean weight of sand in cone in gm.

Wa - Mean weight of cylinder with residual sand after pouring into calibrating cylinder and cone in gm.

13. The bulk density of the sand Ys in (gm/cc) shall be calculated from the formula:

Ys =Wa / V

Where

V= Volume of calibrating cylinder in cc

14. The weight of sand (Wb) in gm required to fill the excavated hole shall be calculated from the following formula.

Wb = W1 - W4 - W2

Where

W1 - weight of cylinder and sand before pouring into hole in gm

W2 - Mean weight of sand in cone , in gm

W4 - Weight of cylinder and sand after pouring into hole and cone in gm

15. The bulk of the soil Yb Shall be calculated from the following formula:

Y b=W w

W b×Y s gm /cc

Where

W w -Weight of Natural soil excavated in gm

W b - Weight of sand required to fill the hole in gm

Ws - Bulk density of sand

16. The density of the dry soil Yb shall be calculated from the following formula

Y b=W w

W b×Y s gm /cc or 100

100+W xyb gm/cc

Where

W - Moisture content of the soil in present

Wb - Weight of dry soil from the hole in gm and

Ws - Weight of sand required to fill the hole in gm

17. The following values shall be reported. (Form EW-8 for recording results)

a) Dry density of soil in gm/cc

b) Moisture content of the soil in percent.

Field Density of Soil

(Sand replacement method)

Road / Section Details :

Location of test point : Date of Testing

Thickness of layer : mm

Observation Tables

(a) Calibration(i) Mean weight of sand in cone (of pouring cylinder) (W2) in gm.(ii) Volume of calibrating cylinder (V) in cc.(iii) Weight of sand (+ cylinder before pouring (W1) in gm.(iv) Mean weight of sand (+ cylinder ) after pouring (W3) in gm.(v) Weight of sand to fill calibrating cylinder. (Wa – W1 –W2 –W3) in gm(vi) Bulk density of sand Ys= (Wa/V) gm/cc

(b) Determination of Soil density(i) Determination number(ii) Weight of wet soil from hole (Wm) in gm.(iii) Weight of sand (+cylinder) before pouring (W1) in gm.(iv) Weight of sand (+cylinder) after pouring (W4) in gm.(v) Weight of sand in hole, in gm. Wb =(W1 – W4 –W2)(vi) Bulk density Yb =(Ww/ Wb) x Ys gm/cc

(vii) Moisture content container number (viii) Moisture content (W) percent(ix) Weight of dry soil from the hole in gm. (Wb)(x) Dry density Yb = ()

Layer Value* Permissible LimitBelow sub grade Not less than 97 percentSub grade Not less than 100 percent

*Field density as percent of Maximum Dry Density of OMC.

Note: Field density can be determined by core cutter also. This is briefly described as under :-

1. Measurer the inside dimensions of the cutter and calculate its volume. 2. weight the cutter without dolly. 3. Clean the top soil of the site. 4. Place the dolly over the cutter and ram it gently into the soil till aboit ine cm of the dolly

protrudes above the surface. 5. Dig out the cutter containing the soil extruding from the ground. 6. Remove the dolly and trim off any soil extruding from the ends.

7. Weight the cutter full of soil an keep a representative sample for water content determination.

8. Calculate the dry density of the solid by knowing its weight, volume and water content, From EW-8 (a)for recording results.

Field Density of soil

(core Cutter Method)

S.No. Observation 1 2 31.2.3.4.5.

6.7.8.9.1011.12.

13.

Volume of Core Cutter -Vcc

Weight of empty core cutter = WWeight of core cutter + wet soil = W1

Weight wet of soil = W1 – W

Bulk density Yb = W 1−W

V gm/cc

Container No.Weight of container + Soil sample= W2

Weight of container after oven drying W3

Moisture content = W2 – W3

Weight of dry empty container =W4

Weight of dry soil =W3 – W4

Percentage of moisture content

M=W 1−W 3

W 3−¿W 4× 100 %¿

Dry Density Y d=100

100+m×Y b

Checking Surface Regularity

(using a Straight Edge)

1. The 3 meter straight edge may be made of steel or seasoned hard wood. When made of wood, it may be 75 mm wide and 125 mm deep and its test face should preferably be should with a metallic plate. The edge should be perfectible straight and free from warps, rots or defects of any kind.

2. Periodically, the d\straight edge should be checked for its trueness with a string or a metallic master straight edge. The straight edge should be rectified or replaced as soon as the same has lost its trueness.

3. The depressions under the straight edge are to be measured with a graduated wedge. The wedge should preferably be metallic but may alternatively be of seasoned hard wood. The depressions should be graduated to read undulations upto 25mm with a least count of at least 3 mm.

4. For recording depressions in the longitudinal profile of the road surface, the straight edge is placed longitudinally, parallel to the centre line of the road. Measurements along two parallel lines are sufficient for a single lane road.

5. The straight edge may be placed at the starting point with the wedge inserted between it and the test surface, where the gap is maximum. Take the reading.

6. The wedge may then be slided forward by about 1.5 m distance and repeat the wedge reading. This process is continued.

7. Mark the locations with depressions in excess of the specified magnitude.

8 Count the number of undulations exceeding the specified magnitude.

Note: (i) A team of three persons consisting of two workmen and a supervisor would be required for one straight edge and tqo graduated wedges. The two workmen will operate the straight edge, while the supervisor will record measurements with the wedges and do the markings on the road.

(ii) At vertical curves, additional templates will be required.

2. Granular Construction

(Granular Subbase)

Sampling of Aggregates

1. Quantities of field samples for aggregates are given in Table 1 below.

Table 1 Recommended weights of field smaples for tests

Nominal maximum size of particles passing sieve.

Recommended weight of field samples.

A Fine aggregates2.36 mm1.75 mm

B Coarse Aggregates9.5 mm12.5 mm19.0 mm25.0 mm37.5 mm50.0 mm63.0 mm75.0 mm90.0 mm

5 kg5kg

5 kg10 kg15 kg25 kg30 kg40 kg45 kg60 kg65 kg

2. Samples for tests should be obtained from the field sample by quartering method or other means to ensure a representative portion.

3. After selecting the aggregate sample for test, it is sometimes necessary to reduce the size (volume) of the sample for convenience of handling and testing. Generally, a mechanical splitter (Riffle box) is preferred for use with coarse aggregate or dry fine aggregate. Quartering method is best when he aggregate sample is wet.

Note: In the Quartering method, the sample is poured on to the quartering cloth, it is then levelled with a rod. Thereafter, the rod is inserted under the middle of the Quartering cloth and both ends of rod lifted to divide the sample into two equal parts. The rod is put in perpendicular position so as to divide the sample in four parts. Retain any two diagonally opposite parts for testing.

Determination of Gradation of Aggregates

1. Bring the sample to an air dry condition either by drying at room temperature or in oven at temperature of 1000C to 1000C. Take the weight of the sample.

2. Clean all the sieves and sieve the sample successively in the appropriate sieve starting with the largest.

3. Shake each sieve separately over a clean tray.

4. On completion of sieving note down the weight of material retained on each sieves.

5. Report the results as cumulative percentage by weight of sample passing each of the sieves. (Form SB-1)

Form SB- 1

Sieve Analysis of Aggregate

I.S. sieveDesignation

Weight of sample retained (gm)

Percent of Wt.Retained

Cumulative percent of Wt. Retained(%)

Percentage of Wt. passing

2. Granular Construction

(Base Course)

Determination of Aggregate Impact Value

1. Aggregate passing through 12.5 mm IS sieve and retained on 10 mm sieve is filled in the cylindrical measure in 3 layers by tamping each layer by 25 blows. Determine the net weight of aggregate in the measure (W1).

2. Transfer the sample from the measure to the cup of the aggregate impact testing machine and compact it by tamping 25 times.

3. The hammer is raised to height of 38 cm above the upper surface of the Aggregate in the cup and is allowed to fall freely on the specimen.

4. After subjecting the test specimen to 15 blows the crushed aggregate is sieved on IS 2.36 mm sieve.

5. Weigh the fraction passing through IS 2.36 mm sieve (w2).

6. Aggregate impact value = W 2

W 1×100(Form GB−1)

From GB -1

Aggregate Impact value

Observations Test No. Average

1 2 3Weight of aggregate sample filling in the cylinder= W1(gm)

Weight of aggregate passing 2.36 mm sieveAfter the test = W2 (gm)A.I.V =( W2 / W1) x 100

Note: Permissible Limit ...................Max 50 Subbase; 40 Base; 30 Wearing course

Determination of Ductility of Bitumen

1. The bitumen sample is melted to a temperature of 750C to 1000C above the approximate softening point until it is fluid.

2. It is strained through IS sieve 30, poured in the mould assembly and placed on a brass plate, after a solution of glycerine and dextrin is applied at all surfaces of the mould ex-posed to bitumen.

3. Thirty to forty minutes after the sample is poured into the moulds, the plate assembly along with the sample is placed in water bath maintained at 270C for 30 minutes.

4. The sample and mould assembly are removed from water bath and excess bitumen material is cut off by levelling the surface using hot knife.

5. After trimming the specimen, the mould assembly containing smaple is replaced in water bath maintained at 270C for 85 to 95 minutes.

6. The sides of the mould are then removed and the clips are carefully hooked on the machine without causing any initial strain.

7. The pointer is set to read Zero.

8. The machine is started and the two clips are this pulled apart horizontally.

9. While the test is in operation, it is checked whether the sample is immersed in water in depth of atleast 10 mm.

10. The distance at which the bitumen thread breaks is recorded (in cm.) and reported as ductility value. [Form BL – 1(B)]

Form BL- 1(B)

Ductility of Bitumen

1. Grade of bitumen

2. Pouring temperature, 0 C

3. Test temperature, 0C

4. Period of cooling, (minutes)

4.1 In Air

4.2 In water bath before trimming

4.3 In water bath after trimming

Test Property Briquette number Mean value(a) (b) (c)

Ductivity value(cm)

Note : Permissible limit ................. more than 75 unitsDetermination of Softening Point of Bitumen

1. Heat the bitumen to a temperature between 1250C and 1500C.

2. Heat the rings at same temperature on a hot plate and place in on a glass plate coated with Glycerine.

3. Fill up the rings with bitumen.

4. Cool it for 30 Minutes in air and level the surface with a hot knife.

5. Set the ring in the assembly and place it in the bath containing distilled water at 5 0C and maintain that temperature for 15 Minutes.

6. Place the balls on the rings.

7. Raise the temperature uniformly at 50C per minute till the ball passes, through the ring.

8. Note the temperature at which each of the ball and sample touches the bottom plate of the support.

9. Temperature shall be recorded as the softening point of the bitumen. [Form B1-1(C)]

Form BL-1(C)]

Softening Point of Bitumen

1. Grade of bitumen 2. Approximate softening point 3. Liquid used in water bath (water/ Glycerine)4. Period of air cooling (minutes)4.1 Period of cooling in water bath (minutes)

Test Property Sample No.1 Sample No.2Ball No. Ball No.

Temp at which sample touch bottom plate(0C)

1 2 1 2

Mean value, softening point

Note : permissible Limit ........... More than 400C

Determination of Specific Gravity of Bitumen

1. Clean and dry the specific gravity bottle and weigh along with the stopper (W1).

2. Fill the bottle with distilled water, place the stopper and keep in water at a temperature of 270C±10C for at least 30 Minutes.

3. Remove the bottle from water, clean outside and weigh (W2).

4. Empty the bottle, clean and dry.

5. Heat the bituminous material to pouring temperature and pour it into the empty bottle up half level with out causing the entry of air bubbles.

6. Cool the bottle to 20C for 30 minutes.

7. Fill the remaining space of the bottle with distilled water at 270C, place the stopper and keep in water at 27C for 30 minutes.

8. Take the bottle out, clean outside and weigh (W4).

9. Specify Gravity = {(W3 –W1) /(W2 –W1) –(W4 – W)}. [From BL -1(D)]

Form BL-1(D)

Sample No. Wt. of Bottle (gm)

Wt. of bottle + distilled water

(gm)

Wt. of Bottle + half filled material (gm)

Wt. of Bottle + half filled material +

distilled water (gm)

Specific gravity (gm/cc)

W1 W2 W3 W4

1.23.

Average

Note : Permissible Limit .......... Not less than 0.99 gm/cc

Water Content of Bitumen

1. Place 100gm. of bitumen sample in flask.

2. Add 100 ml. of solvent.

3. Attach the flask to Dean and Stark apparatus filled with condenser.

4. Distill the content till entire water accumulate in graduated receiver as a separate layer.

5. Determine volume of water in receiver and report as percent of bituminous material Form BL-1(E)

Form BL-1(E)

Water content of Bitumen

Sample no. Volume of water in receiver in ml. (V) Percent water content (=V)

Note: permissible Limit .............. Max 2 percent.

Determination of Flash Point of Bitumen

1. Fill bitumen into the cup upto the indicated mark.

2. Place the kid and set in the solve to heat the bitumen.

3. Insert the thermometer.

4. Apply heat at 50C – 60C per minute.

5. Stir at the rate of 60 rpm.

6. First apply the test flame at a temperature at least 170C below the actual flash point and then at intervals of 10C to 30C.

7. Record the temperature reading on the thermometer at the time of the flame application which causes a bright flash to give the flash point of bitumen [Flame BL-1(F)]

Form BL-1(F)

Flash Point of Bitumen

Sample No. Flash Point 0C Corrected flash Point

Note: Permissible Limit .......... Min 2200C

Determination of Viscosity of Cutback

1. Level the tar cap in the tar viscometer.

2. Heat water in the water bath to 600C ± 0.10C and maintain the temperature throughout the test.

3. Place the graduated receiver under the orifice of the tar cap.

5. Check the temperature and allow the sample material to stand at 600C + 0.50C for 5 minutes.

6. Remove the thermometer.

7. Lift the valve and suspend it on the valve support.

8. Start the stop watch the reading in the cylinder is 25 ml. and stop it when it is 75 ml.

9. Note the time in seconds taken by 50 ml. of the rest sample to flow over as the viscosity of the sample at 600C.

Form BL-1(F)

Viscosity of Bitumen

Sample no. Flash time Atmospheric Pressure Viscosity

Determination of Loss on Heating

1. Stir and agitate the bitumen thoroughly, warm if it necessary.

2. Heat the container at 100 -1100C for 30 minutes cool and weight the same.

3. Weight into the container 50 + 0.1 gm of bitumen.

4. Bring the oven to a temperature of 1630C ± 10C and place the sample container in the revolving shelf.

5. Close the oven and rotate the shelf at the speed of 5-6 rpm.

6. Maintain the temperature at 1630C +10C for 5 hours.

7. At the end of the specified period, remove the container then cool and weigh it.

8. Report the average loos of weight of all containers nearest to 0.05 percent.

Form BL-1(H)

Loss on Heat of Bitumen

(a) Percent loss on heat

Sample No. Wt of bitumen before heating (W1) Wt. of bitumen after

heating (W2)

Percentage loss in Wt.W 1−W 2

W 1× 100

(b) Retained penetration percentage

Sample No. Penetration betweenheating (l1)

Penetration afterheating (l2)

Retained penetration

percentage l1

l2×100

Determination of Loss on Heating

1. Weigh 2 ml. of bituminous material in a conical flask.2. Add 100 ml. of trichloroethylene (TCE) and dissolve bitumen by continuous stirring. 3. Allow the contents to stand for one hour and then filter through pre- weighed gooch

crucible.4. Was the material in good crucible by small amount of trichloroethylene till filtrate is

fell from colour.5. Dry the crucible in oven 1100C for one hour.6. Calculate the solubility in TCE as under [Form BL-1(1)]

Matter soluble in TCE=A1−W 2

W 1× 100 percent.

Where W1 = Weight of Bitumen Sample. W2 = Weight of insoluble material.

Form BL-1(1)

Solubility of Bitumen in Trichloroethylene

(a) per cent lose on heat

Sample No. Wt of bitumen sample(W1)Wt. of insoluble (W2)

Percentage of soluble material

W 1−W 2

W 1× 100

Note: Permissible limit ................. Min. 99 per cent

Wax Content in Bitumen

1. Take 25 ml. of melted bitumen in distillation flask and heat over the flame so that the first distillation droop is formed in 3 to 5 minutes.

2. Continue distillation for 15 minutes.3. After cooling, weigh the distillate in receiver (to near 0.001 gm)4. Dissolve a fraction of warm distillate (2-4 gm) in 25 ml of either and then add 25 ml. of

ethanol in a test tube.5. Close the test tube with stopper fitted with thermometer and place in cooling bath at

<200C.6. Maintain the temperature of bath by adding solid carbon dioxide. 7. Filter the wax through filter paper in a funnel at <200C.8. Wash the content with mixture of same solvents at <200C.9. Support the filtration by gentle suction process at 5 Kpa.10. Dissolve the paraffin residue in hot petroleum sprit and evaporate the filtrate in the

evaporating disk over the steam bath for 15 minutes.11. Dry the residue in oven at 1250C for 15 minutes.12. Calculate the paraffin wax content, using the formula.

ParaffinWax=M 3× M 4 ×100

M 1× M 2 percent. (From BL-1Q)

Where M 1 = Initial mass of bitumen. M 2 = Initial mass of distillate. M 3 = Final mass of distillate. M 4 = Final mass of paraffin wax.

Form BL-1(Q)

Wax content in Bitumen

Sample No. Initial mass of bitumen

(M 1)

Initial mass of distillate

(M 1)

Final mass of distillate

(M 3)

Final mass of paraffin wax (M 4)

Percentage wax content

M3 × M 4 × 100M1 × M 2

Note: Permissible limit ......... max 4.5 per cent.

Sieve test for Emulsion

1. A specified amount of sample is poured through an IS 600 micron sieve.

2. After rinsing with distilled water, the sieve and bitumen are dried in oven.

3. The amount of retained bitumen is determined by weighing and reported as residue on sieving. [From BL-1(J)]

Form BL-1(J)

Sieve Test for Emulsion

Sample No.

Weight of sieve(W 1)

Weight of sieve plus sample (W ¿¿2)¿

Weight of sieve +sample after

jeating (W ¿¿3)¿

Weight of sample

retained after heating

(W ¿¿3−W 1)¿

Percentage of sample retained (W ¿¿3−W 1)(W 2−W 1)

×100 ¿

Note: Permissible limit ............... Maximum 0.55 per cent.

Stability of Emulsion to mixing with Coarse Aggregates

1. Weight 200 gm of stone aggregates into the metal pan.

2. Add 50 gm. of emulsion to the aggregates and mix vigorously with the spatula for 3 minutes

3. Record whether there is appreciable separation of the asphaltic base from the water of the emulsion and whether or not the aggregate is uniformly and thoroughly coated with the emulsion.[Form BL- 1(K)]

Form BL-1(K)

Stability of emulsion to mixing with Coarse Aggregates

Sample no.Coating of the total aggregate surface area by the emulsion

Good/Fair/Poor

Good = Fully coated.

Fair = Applies to the condition of any excess of coated area over uncoated area.

Poor = Applies to the condition of an excess of uncoated area over coated area over coated area.

Viscosity of Emulsion (Saybolt-Furol Viscometer)

1. The viscosities of RS (Rapid Setting ) and Ms (Medium setting) emulsions are determined in seconds at 500C and SS (Slow Setting) emulsions at 250C respectively.

2. Test at 500C.

(i) Heat the emulsion sample to 500C±30C in a 710C +30C water bath.

(ii) Stir the sample thoroughly and pour approximately 100 ml into a 400ml. beaker.

(iii) Immerse the bottom of the beaker containing the emulsion approximately 50

mm. below the level of water bath.

(iv) Hold the beaker upright and stir to obtain uniform temperature .

(v) Heat emulsion in the water bath to 51.40C±0.30C.

(vi) Immediately pout emulsion through the sieve No. 20 into the viscometer.

(vii) Stir the emulsion in the viscometer until the test temperature is attained.

(viii) Adjust the bath temperature until the emulsion temperature remains xonstant for one minute at 500C±0.050C.

(ix) Remove the thermometer.

(x) Report the time in seconds taken by 60ml. of the test smaple to flow over at 500C [Form BL-1(L)]

Form BL_1(L)

Viscosity of bitumen Emulsions by standard sadybolt-Furol Viscometer

Sample No. Test Temperature Viscosity (second)

(i) 250C

(ii) 500 C

Note : Permissible Limits .... 20-100 seconds at 250C and 75-400 seconds at 500C

Storage Stability Test on Emulsion

1. Place 500 ml. of emulsion sample in each of the two cylinders.

2. Stopper the cylinder and allow them to stand undisturbed for 24 hours.

3. About 55 ml. is siphoned from the top and placed in oven for about 2 hours at a temper-ature of 1630C±2.80C.

4. they are removed, allowed to cool and weighed.

5. After removal of the top sample, another 390 ml. is siphoned off from each of the cylinder. Weight about 50 gm. and place in oven for about 2 hours at a temperature of 1630C±2.80C.

6. Remove the samples from the oven allow the sample to cool and weigh.

7. The storage stability is expressed as the numerical difference between the average percentage of bituminous residue found in two top samples and two bottol samples [Form BL -1(M)]

Form BL-1(M)

Storage Stability Test

Sample No.Percentage of residue form

top sample (A)

Percentage of reside from bottom sample (B)

Settlement(B-A)

1.

2.

Average

Note: Permissible limit .................. Maximum 1 per cent.

Particle Charge of Emulsion

1. Heat the emulsion to be tested to 500C±30C in a water bath. Stir the emulsion thoroughly to ensure uniformity of temperature.

2. Pour the emulsion into the 250 ml. breaker to a height that will allow the electrodes to be suspended 22 mm. in the emulsion.

3. To facilitate suspension of the electrodes, inset the glass rod between the two electrodes under the insulator.

4. The two copper plates 25 x 75 mm are immersed and connected to a 12 volts circuit.

5 At the end of 30 minutes, an appreciable quantity of bitumen is deposited on cathode (negativity charged electrode) indicating a cationic emulsion. [Form BL-1(N)]

Form BL -1(N)

Particle Charge of Emulsion

Sample No. Weight of sample Weight of emulsion on cathode

Percentage of cationic emulsion

Miscibility of Emulsion with Water

1. Gradually add 150 ml of distilled water with constant stirring to 50 ml. of the emulsion in a 400 ml. glass beaker.

2. The temperature should be between 210C and 250c.

3. Allow the mixture to stand for two hours.

4. It is then examined for any appreciable coagulation of the bitumen droplets in the emulsion [Form BL-1(O)]

Form BL_1(O)

Miscibility of Emulsion with water

Sample No.Total Volume (distilled Water +

Emulsion) MI.Percent appreciable coagulation

of asphalt content

Stability of Emulsion with Cement

1. Make up the water content of the emulsion (slow setting ) to 50 percent by adding extra water of necessary.

2. Pass the cement through 150 micron sieve and with 50gm into the metal dish.

3. Weigh 1.40 mm sieve and shallow pan to nearest 0.1 g, (W1).

4 Add 100ml of emulsion to the cement in the dish and stir the mixture at once with the steel road with a circular motion making about 60 revolutions per minute.

5. At the end of one-minute mixing period, and 150 ml freshly boiled distilled water at room temperature and continue stirring for 3 minutes. Maintain temperature of 250C.

6. Pour the mixture trough the weighted 1.40 mm sieve and rinse with distilled water.

7. Place the sieve in the weighed pan, heat in the oven at 1100C until dry and weighty to nearest 0.1 gm (W2).

8. Report the coagulation value as W 2−W 1

W 3× 100(Form BL-1)(P).

Where

W1 ¿ mass in gm of weighed sieve and pan W2 ¿ mass in gm of sieve,. Pan and material retained on them. W3 ¿mass in gm of binder in 100 ml of diluted emulsion

Form BL-1(P)

Stability of Emulsion with Cement

Sample No. Wt. of sieve and pan

(W1)

Wt. of sieve, pan + Wt. of sample retained after

washing(W2)

Weight of binder in diluted

emulsion (W3)

Coagulation value with cement.

W 2−W 1

W 3× 100

Note : Permissible Limit ................. Maximum 2 per cent (SS)

Elastic Recovery Test (Modified Bitumen)

1. Prepare three test specimens and condition it at a temperature of 150C.

2. Elongate the test specimen to 10cm in the ductility machine at the rate of 5 ± 0.25cm per minute.

3. Immediately cut the test specimen into two halve at the mind point using scissors.

4. Keep the test specimen in water bath in an undisturbed condition for one hour.

5. After one hour, move the elongated half of the test specimen back ino position hear the fixed half of the test specimen so that the two pieces of modified bitumen just touch.

6. Record the length of the recombined specimen as X.

7. Calculate the percent elastic recovery as

Elastic Recovery (%) = 10−X

10×100[Form Bl-1(R)]

Form BL-1(R)

Sample No. Length of recombined specimen after 1 hour (x)

Elastic Recovery

10−X10

×100

Separation Difference Test (Modified Bitumen)

1. Place the empty tube, with sealed end down in the rack.

2. Heat the sample until sufficiently fluid to pour. Care should be taken to prevent locali-zed over heating.

3. Pass the molten sample through IS : 600 micron sieve.

4. After through stirring, pour 50gm into the vertically held tube.

5. Fold the excess tube over two times and crimp an seal.

6. Place the rack containing the sealed tubes in 1630C ± 50C oven.

7. Allow the tubes to stand for 48 ± 4 hours.

8. Remove the rack from the oven and place immediately in the freezer at 6.7 ± 5 0C.

9. Leave the tubes in the freezer to solidify the sample completely.

10 Cut the tube into three equal portions with the knife.

12. Discard the centre portion and place the top and bottom portions of the tube into separate beakers.

13 Place the beakers into 1630C ± 50C oven until the bitumen is sufficiently fluid to rem-ove the pieces of aluminium tube.

14 After thoroughly stirring, pour the top and bottom samples into appropriately marked rings for the Ring and Ball softening point test.

Form BL-1(S)

Sample No.Softening point of

top sample A

Softening point of bottom sample

B

Separation DifferenceA-B

1

2

3

Average

Determination of Stripping Value of Aggregate

1. Take 200 gm aggregate passing through 20 mm IS sieve and detained on 12.5 mm IS sieve and heat the aggregate to 1500C.

2. Heat 10 gm of bitumen (5% of weight of aggregate ) to 1600C.

3. Mix the heated aggregate and bitumen properly and aloe to cool in a 500 ml beaker at room temperature for about 2 hours.

4. Add distilled water ino the beaker after expiry of 24 hours and cool it to room temperature.

5. Now, observe the stripping of the aggregate visually.

6. Area of aggregate stripped off from aggregate shall be reported in percentage. (Form BlL-6)

Form BL-6

Stripping value of Aggregate

Type of aggregate:Type of binder:Percentage of binder used:Total weight of aggregate:Total weight of binder:Temperature of water bath:

Number of observations Stripping(%)123Average value

Note: Permissible limit .................. Not more than 15 percent.

Determination of Soundness Test

1. (a) Preparation of Sodium Sulphate solution

Prepare the saturated solution of Sodium Sulphite in water at a temperature of 250C to 300C of specific gravity 1.151 to 1.171 and stir at frequent interval until it is used.

(b) Preparation of Magnesium Sulphite solution : (Alternative)

Prepare the solution of Magnesium Sulphite by dissolving either anhydrous or crystalline Magnesium Sulphite keeping specific gravity between 1.295 and 1.308.

2. Clean the coarse aggregate (coarser than 4.75 mm I.S. Sieve) and dry to a constant weight 1050C – 1100C and separate to different size ranges (10- 4.75 mm. 20-10 mm, 40-20 mm, 80mm and larger size).

3. Weight each fraction and place it in separate container for the test.

4 Immerse the sample in the prepared solution of Sodium sulphate or Magnesium Sulphite for 16 to 18 hours so that solution covers them to a depth of a least 15mm.

5. Keep the cover of the container during the period of immersion and maintain the temperature of the solution at 270C + 10C.

6. After immersion period, remove the aggregates from solution and drain for about 15 minutes and place in the drying oven maintained at a temperature of 1050C – 1100C until it comes to a constant weight.

7. Again immerse in prepared solution for the next cycle of immersion and drying.

8. After completion of five cycles, cool the sample and wash off sulphite.

9. Each fraction of the sample is then dried at a constant temperature of 1050C – 1100C and weighed and then sieved through as indicated below.

Size of Aggregate Size used to Determine Loss

63-40mm 31.5mm40-20mm 16mm20-10mm 8mm

10-4.75mm 4mm

10. Report the loss of weight as soundness (Form BL -13)

Soundness of Aggregate

Sieve size, mm Grading of original sample

(%)

Wt. of each fraction before

test (gm)

Percentage passing finer sieve after test (actual percent loss)

Weighted average (corrected

percentage loss)Passing Retained

1 2 3 4 5 660 4040 2020 1010 4.75

Number of particles coarser than20 mm before test Number of particles affected, classified as to the number

disintegrating, splitting, crumbing, cracking or frankingPassing Retained Retained

40 mm 20 mm

60 mm 40 mm

Note: Permissible limit ............. Max 12 per cent (sodium sulphite solution)

Max 18 percent (Magnesium sulphite solution)

Determination of Rate of Spread of Binder

1. Cut the cotton pads to a size of 2003x 102 mm. making sure that each pad is as uniform in size as possible.

2. Attach the cut cotton pads to heavy wrapping paper using suitable adhesive, the amount of adhesive, being the same on each pad. Leave sufficient area of wrapping paper on the four sides uncovered.

3. Number the pads on the underside of the paper.

4. Attavh pieces of masking tape to the wrapping paper and tape, to the nearest 0.1 gm.

5. Weigh the cotton pads complete with wrapping paper and tape, to the nearest 0.1 gm.

6. Attach the pads to the metal sheets. Fold the uncovered paper under the metal sheet and secure with tape, such that no uncovered paper is exposed.

7. Place the metal sheet with test pads, on the road way at such locations, that the tyres of the distributor will not run over the pads.

8. As soon as the bitumen distributor has passed, remove the metal sheet and test pad from the pavement. Remove the absorbent pads and wrapping paper, including masking tape from metal sheet.

9. Weigh each pad, including wrapping paper and masking tape to nearest 0.1 g.

Form BL-3

Rate of Spread of Binder

Tray No. Wt. of bitumen on tray Rate of spread

Determination of Binder Content

1. A representative sample of about 500gm. to be exactly weighed and placed in the bowl of the extraction apparatus.

2. Cover the sample with commercial grade Benzene.

3. The mixture is allowed to stand for about one hour before starting the centrifugal machine.

4. The dried filtering is weighed and then fitted around edge of the bowl and the cover of the bowl is clamped tightly.

5. A breaker is placed under the drain to collect the extract.

6. The machine is revolved and the speed is maintained till the solved ceases to flow from the drain.

7. The machine is allowed to stop and 200 ml. of Benzene is added to the bowl and the procedure is repeated.

8. The falter ring is removed, the residual material is dried first in air and then in oven at constant temperature of 1100C±50C till constant weight is obtained.

9. Filter the extract through a filter paper.

10. Dry the filter paper in the oven and determent the weight of fines in the extract. (Form BL-9)

Form BL-9

Rate of Spread of Binder

Sr. Observations 1 2 31. Wt. of mix before extraction (A)

2. Wt. of filter paper before extraction (B)

3. Wt. of mix after extraction (C)

4. Wt. of filter paper after extraction (D)

5. Wt. of filter collected from extract after allowing for setting (E)

6. Wt. of filter collected in filter paper (B-D) =F

7. Wt. of aggregate + filter collected after extraction (C+E+F)=G

8.Percentage of Bitumen (in the mix)

( A−G)×100A

In- Situ Density of Bituminous Course

1. The metallic tray of the filed density unit is kept on a level spot of the bituminous surface and a hole, 10 cm. in diameter, is cut up to the full thickness of the layer.

2. All bituminous materials removed from the hole are carefully collected and weighted. The thickness of the layer is also recorded. (prior calibration for depth of hole is necessary).

3. A known weight of dry standard sand passing 600 micron sieve and retained on 300 micron sieve is taken in the sand-pouring cylinder.

4. The cylinder is kept directly over the hole and the shutter of the cylinder is released without any jerk and closed when the hole is filled with the sand.

5. The quantity of the residual sand in the cylinder as well as the quantity filling the cone of the cylinder are separately weighed.

6. The in-situ density of the layer is calculated as follows: (Form BL-11).

In–situ density = (A x D) (W-(W1 + W2) gm/cc

Where.

A = weight of bituminous material removed from the hole cut in the layer, gm.

W = initial weight of sand taken in the cylinder, gm

W1 = weight of sand filling the cone of the cylinder, gm

W2 = Weight of sand remaining in the cylinder, gm

D = bulk density of sand, gm/cc

Form BL-11

In-Situ Density of Bituminous Course

Wt. of bituminous material removed

from the hole cut in the layer, gm.

(A)

initial weight of sand taken in the

cylinder, gm

(W)

weight of sand filling the cone of the cylinder, gm

(W1)

Weight of sand remaining in the

cylinder, gm

(W2)

Bulk density of sand, gm/cc

(D)

In–situ density

= (A x D) (W- (W1 + W2)

gm/cc

Determination of Rate of Spread of

Aggregate in Surface in Surface Dressing

1. A small square metal frame 20 cm x 20 cm is laid on the freshly laid surface dressing.

2. Collect all the Chippings within the enclosed are.

3. Wash the chippings in solvent to remove the binder.

4. Weigh the chippings and report the rate of spread in term of Kg. Per 10 m2.

(Form BL-12)

Note: (i) Measurements may be taken at interval of 8km.

(ii) Variation in the rare of spread should be within + 20 percent of the mean.

(iii) Overall rate of spread may also be determined by checking the weight of chips in the lorry and the area on which these are spread.

Form BL-12

Rate of Spread of Aggregate in Surface Dressing

Area considered for test Wt. of aggregate Rate of spread

Quality Control Registers

Rural Roads Manual, Special Publication 20, Indian Roads Congress, New Delhi 2002 Par 10.11 provides for recording of the Data in the prescribed forms; therefore, this register will be maintained for each Road. The guidelines for maintenance of this Register are as follows:

1. The Quality Control Register will be maintained in two Parts. The first Part will be Quality Control Register Record of Tests and the Second Part will be the Recorded of Abstract of Quality Control Tests and Non Conformance Report Register.

a. The first Part of the Register is the Register of all Quality Control Test conducted by the person is responsible for the basic Quality Control Testing; therefore, the first part of the Register will be maintained by the person who is responsible for the basic Quality Control tests. If there is a provision of Quality Control by contractor in the Tender Document, the Quality Control Register will be issued to the contractor for every Road Work but if the responsibility of the basic Quality Control Tests is with the Department, the Register will be issued to the site in charge officer of the basic Quality Control Testing of work not below the rank of junior Engineer/sub Engineer.

This Register will always be available at the work site. If some tests are required to be conducted in the laboratory which is situated away from the work, the prescribed

format of the test conducted will be duly filled up on a separate sheet and this sheet will be pasted on the space prescribed for that test but the register will not be taken away from the site in any case.

This Register contain : forms for tests sufficient to accommodate quantities given in Appendix 12.2 of the Rural Roads Manual for a length of Road up to 3 km. If the

quantities or the items in the work are more, additional forms required as per the prescribed frequency may be added at the end of the Register and the corresponding entries should be done in the abstract. In case the quantities items or the items in the work are less, the forms may be left blank and the corresponding note may be recorded

in the abstract. If the length of the Road is more then 3km, additional Registers) should be maintained. The first part of the Register will have following three Sections:

Section 1: Earthwork Section 2: Granular construction

Section 3: Bituminous construction

b. The Second part of the Register is the Record of abstract of the Tests conduct and Non conformance reports; therefore, will be maintained by the site in charge officer not below the rank of Assistant Engineer.

If the test results do not conform to the prescribed limits, a Non conformance Report (NCR) in the Format Prescribed in this Register will be issued to the Contractor.

2. The Quality Control (QC) Register will be issued in the same manner as the Measurement Book is issued to the work. Every register should be page numbered and no page should be removed. The Register of issue of the Quality Control Register will be maintained by the Head of the PIU.

3. In case of Hill Roads, where the work of formation cutting may be executed, all the tests shown in the Earthwork section may not be required but the tests for CBR and compaction will be required in such case also, the formats will be left black in such cases.

4. How to fill up Register part 1:

a. Filling up the Test Format- Take sample as per specifications and complete the basic entries of the Register like Sample Number. Reference of Road/ Section from where the sample has been taken etc. Subject the sample for testing and enter the Date of Testing and other relevant details at the prescribed places.

i. Enter the test Results at specified places and compare the results with the

prescribed limits. If the test results conform to the prescribed limits, the corresponding entry should be done and the work should be allowed to continue and an Non Conformance Report (NCR) should be issued by the officer in-charge of the work.

ii. The compliance of the instructions given in the NCR should be ensured and again the rest should be repeated. The work should be allowed to continue only after the Test results conform to the prescribed limits.

b. Filling up the Format of the Abstract of Tests Conducted-

i. Column 1 to 5 are self explanatory.ii. The reference of the page number of the Part two of the register on which

the office copy of the Non Conformance Report (NCR) is preserved should be entered along with the Date of issue of the NCR in the column number 6 of the abstract.

iii. The date of compliance reported by the contractor should be entered in this column.

iv. The reference of the page number on which the repeat test (which qualifies) record is maintained should be given in this column.

v. The basic abstract of the Test conducted will be maintained in part one of the Register but the copy of the abstract will also be maintained in part two of the Register.

5. How to fill up Register Part 2 Record of abstract of tests and Non Conformance Reports:

a. Filling up the Abstract of Test Format- Basic abstract of the tests conducted will be maintained in the First Part of the register but the same abstract will also be maintained in part two and it will be the Responsibility of officer in-charge to update this abstract once in every week (Generally on every Saturday of the Week).

b. Issuance of Non Conformance Reports- the register contains one perforated copy of the NCR and one office copy, as soon as the incidence of no conformance of any test occurs, it will be the responsibility of the person responsible for the basic Quality Control Testing to inform to the officer in charge of the work. The officer in charge of the work will immediately issue a Non Conformance Report to the contractor and the office copy will be retained in this Register.

Thereafter, the Contractor need to rectify the deficiencies and return the NCR after due compliance for approval/ acceptance of the PIU.