Assignment 89

Delp10

Normalconsistencyexperiment2020.pdf

Home >Nursing homework help >Assignment 89

Normal consistency and setting Time of

Hydraulic Cement

BIL

252 BULDING MATERAILS LAB

Experiment #1

Normal consistency and setting Time of Hydraulic

Cement

Introduction:

Portland cement is a finely ground powder composed of mineral compounds that react

with water, set and harden.

Portland cement is a manufactured product and is composed of for four main

components, which are:

There are five common types of Portland cement

Type I Normal or ordinary Portland cement (Ordinary Portland Cement (OPC) is the most common cement used in general concrete construction

Type II Moderate sulfate-resistant Portland cement

Type III High early strength Portland cement

Type IV Low heat of hydration Portland cement

Type V Sulfate resistant Portland cement

Other types include air-entraining cement such as those designated by the symbols IA, IIA and IIIA

A. Normal Consistency:

Objective:

This method covers determination of the normal consistency of

hydraulic cement, which is the amount of water, required

preparing a hydraulic paste for testing.

Lime Silica Alumina Iron

BIL

252 BULDING MATERAILS LAB

Definition:

The cement paste shall be of normal consistency when the rod settles to a point 10 (+ or -

1) mm below the original surface 30 seconds after being released.

Apparatus:

▪ Mechanical mixer

▪ Weights and weighing devices

▪ Glass graduates

▪ Vicat apparatus ▪ Supplementary apparatus

Procedure:

a) Preparation of cement paste

1. Place all the trial quantity of mixing water in the bowl of the mixer.

2. Add 650gm of the cement to the water and allow 30s for the absorption

of water.

3. Start the mixer at slow speed foe 30s.

4. Stop the mixer for 15 seconds.

5. Scrape down into the batch any paste cement that may be

collect on the sides of the bowl.

6. Start the mixer at medium speed and mix for 1 minute.

b) Molding test specimens

7. Quickly form the cement paste into a ball with gloved hands.

8. Then toss six times through the free path of about 15-cm from one hand

to another.

9. Press the ball, resting in the palm of one hand, into the larger end of the

conical ring completely filling the ring with the paste and remove the

excess using a trowel.

c) Consistency determination:

10. Center the paste confined in the ring under the Vicat apparatus rod.

11. Adjust the apparatus to the zero mark when the rod is just touching the

surface of the paste.

12. Release the rod and take the reading after 30s.

http://www.google.com/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&cad=rja&uact=8&ved=2ahUKEwi898nz7bzeAhUEGewKHbHDAGAQjRx6BAgBEAU&url=http://www.pinzuar.com.co/pinzuar/es/productos/concretos/aparato-vicat-modificado/&psig=AOvVaw0Mh1kSO6LLzpNzKeONwHqP&ust=1541493659648257

http://www.google.com/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&cad=rja&uact=8&ved=2ahUKEwjb_PPI7rzeAhUC3KQKHVZ5DLMQjRx6BAgBEAQ&url=ftp://ftp.ecn.purdue.edu/olek/PTanikela/To%20Prof.%20Olek/ASTM%20standards/setting%20time%20-%20vicat%20needle%20ASTM%20C%20191.pdf&psig=AOvVaw3pL_rpmGRbFy5VKna0v0cj&ust=1541493614127727

http://www.google.com/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&cad=rja&uact=8&ved=2ahUKEwjv5sbootTeAhXpoIsKHZz6DCgQjRx6BAgBEAU&url=http://www.cndajin.com/group/cartoon-stopwatch/&psig=AOvVaw1G4tDLhLcj31XMeOIN1Mch&ust=1542298222637303

BIL

252 BULDING MATERAILS LAB

Calculate

Calculate the amount of water required for normal consistency as follows:

𝑁. 𝐶. % = 𝑊 ∗ 100

𝐶

Where:

N.C. = Normal consistency

C = Weight of cement = 650 grams

W = Weight of mixing water for 10 (+1 or -1) mm penetration.

Solution:

Plot the Vicat penetrations versus the amount of water.

From the plot, the amount of water required to give 10-mm penetration is equal to:

W10 = 153 gm

Than

𝑁. 𝐶. % = 153 ∗ 100

650 = 23.54%

Example :

In order to determine the N.C. of ordinary Portland cement sample, the following Vicat penetrations data

were obtained. Calculate the normal consistency.

Weight of water (gm) Rod penetration (mm)

148 4

150 5

152 8

154 12

147 148 149 150 151 152 153 154 155

R o

d p

e n

e tr

a ti

o n

( m

m )

Amount of water(gm)

Vicat pentration versus amount of water

W10=153

BIL

252 BULDING MATERAILS LAB

B. Setting time by Vicat apparatus:

Objective:

This method is used to determine the time of setting of hydraulic

cement by means of the Vicat needle. Also, it determines if a

cement paste remains plastic long enough to permit normal

placing of concrete without hampering finishing operations and

to establish whether a cement complies with specification limits

of setting time.

Definition:

1. The initial setting time: when the needle penetrates 25 mm into the paste and it is measured from the instant of mixing cement with

water.

2. The final setting time: when the needle dose not sink visibly into the paste and it is measured from the instant of the mixing cement with water.

Apparatus:

▪ Mechanical mixer

▪ Weights and weighing devices

▪ Glass graduates

▪ Vicat apparatus

▪ Supplementary apparatus

Procedure:

1. Prepare a cement paste of normal consistency (Steps 1 to 9 in the normal

consistency test).

2. Place the cement confined in the conical ring in the moist room for 30 minutes.

3. Center the paste confined in the ring under the Vicat apparatus needle and adjust

the apparatus to zero mark when the needle is just touching the surface of the

paste.

4. Release the needle for 30 seconds and record the penetration reading from the

apparatus.

5. Determine the penetration at every 15 minutes thereafter.

6. Plot penetration versus time and determine (the initial and final setting times).

https://www.google.com/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&cad=rja&uact=8&ved=2ahUKEwiHgf2R8LzeAhVF_qQKHc1CDhAQjRx6BAgBEAU&url=https://www.slideshare.net/muhammadsaleem310/setting-time-test&psig=AOvVaw3pL_rpmGRbFy5VKna0v0cj&ust=1541493614127727

BIL

252 BULDING MATERAILS LAB

Determine the initial and final setting times?

Solution:

From the plot, the initial setting time at 25 mm penetration is equal to 170 Minutes and

the final setting time at 0 mm penetration is equal to 300 Minutes.

0 50 100 150 200 250 300 350

N e

e d

le p

e n

e tr

a ti

o n

( m

m )

Time (minutes)

Needle penetration versus time

Final time= 300 min

Initial time= 170 min

Example :

In order to determine the initial and final setting time of ordinary Portland cement sample, the

following Vicat penetrations data were obtained:

Time (minutes) Penetration (mm) Time (minutes) Penetration (mm)

0 40 165 26

15 40 180 24

30 40 195 21

45 40 210 17

60 39 225 14

75 38 240 9

90 37 255 6

105 36 270 3

120 34 285 1

135 32 300 0

150 29 -- --

BIL

252 BULDING MATERAILS LAB

Acceptance Criterial

ASTM C 150 specifies the following limits:

Minimum initial setting time is 45 minutes.

Maximum final setting time is 375 minutes.

References

ASTM C 150- Standard Specification for Portland Cement.

ASTM C 187- Normal consistency of hydraulic cement.

ASTM C 191- Time of setting of hydraulic cement by Vicat needle.

ASTM C 305- Practice for mechanical mixing of hydraulic cement paste and mortars of

plastic consistency.

Concrete Technology by: A.M. Neville & J.J. Brooks (revised 1991)

BIL

252 BULDING MATERAILS LAB

Experiment #1 –Data Sheet

A. Normal Consistency:

Weight of cement 650 (gm)

Weight of water (gm) Rod penetration (mm)

B. Setting time by Vicat apparatus:

Time (minutes) Penetration (mm) Time (minutes) Penetration (mm)

0 165

15 180

30 195

45 210

60 225

75 240

90 255

105 270

120 285

135 300

150 --

Compressive Strength of Hydraulic Portland

Cement Mortars

BIL

252 BULDING MATERAILS LAB

Experiment #2

Compressive Strength of Hydraulic Portland Cement

Mortars

Introduction:

Cement is usually subjected to compressive stresses when

used in the form of concrete or mortar. The mixture of sand

and cement in water is known as cement mortar.

Mortar is generally used for brick masonry and plastering. In

the first case, the mortar is subjected to very high

compressive loads such as the load of the wall above it.

Therefore it is very much necessary to test the mortar for its compressive strength.

Generally, mortar is weak in tension and strong in compression.

The strength of the mortar depends upon the fineness of cement, the gradation of sand

and the most important factor which water-cement ratio. If any one of the above factors

is not according to the ASTM-Standard then the strength of mortar is badly affected.

Objective:

To determine the compressive strength of hydraulic cement mortars using 50 mm cube

specimens.

Apparatus:

▪ Balance

▪ Glass graduate

▪ Mechanical mixer

▪ 50 mm cube mold

▪ Tamper

▪ Trowel

▪ Compressive strength testing machine.

BIL

252 BULDING MATERAILS LAB

Materials:

▪ Portland cement.

▪ Graded standard sand (natural silica sand)

Procedure:

a) Preparation of molds:

1. Prepare molds to cast 9 mortar cubes. Three or more

specimens shall be made for each period of test specified (

3, 7and 28 days).

2. Apply a tin coating of release agent ( oil or grease ) to the

interior faces of the mold and base plates. Apply oils and

greases using an impregnated cloth or other suitable mean.

Wipe the mold faces and the base plate to remove any

excess release agent.

b) Compositions of Mortars:

The quantities of materials to be mixed at on time in the batch of mortar for

making nine test specimens shall be as follows:

c) Preparation of Mortar

1. Place all mixing water, in bowl.

2. Add the cement to water, then start the mixer and mix at the slow speed

for 30 seconds.

3. Add the entire quantity of sand slowly ( over a 30 seconds period ) while

mixing at slow speed.

4. Stop the mixer, change to medium speed, and mix for 30 seconds.

5. Stop the mixer, and let the mortar stand for 1.5 minute. During the first 15

seconds of this time interval, quickly scrape down into the batch any

mortar that may have been collected on the side of the bowl, then for the

remainder of this interval, cover the bowl with the lid.

6. Finish by mixing for 1 minute at medium speed.

Cement 740 gm Sand 2035 gm Water 359 ml

BIL

252 BULDING MATERAILS LAB

d) Molding test specimens

1. Start molding the specimens within a total elapsed

time of not more than 2.5 minutes. Place a layer of

mortar about 25 mm thick (approximately one half

of the depth of the mold) in all of the cube

compartments.

2. Tamp the mortar in each cube compartment 32

times in duration of about 10 seconds ( 8 strokes / round, for 4 rounds)

each round to be at right angle to the other and consisting of eight

adjoining strokes over the surface of the specimen, as illustrated in figure 1

3. The tamping pressure shall be just sufficient to insure uniform filling of the

molds. The 4 rounds of tamping (32 strokes) of the mortar shall be

completed in one cube before going to the next.

4. When the tamping of the first layer in all the cube compartments is

completed, fill the compartment with the remaining mortar tamp as

specified for the first layer

5. During tamping of the second layer bring in the mortar forced out onto the

tops of the molds after each round of tamping by means of the gloved

fingers and the tamper upon completion of each round and starting the

next round of taming.

6. When tamping is completed, the tops of all cubes should extend slightly

above the tops of the molds.

7. Bring in the mortar that has been forced out onto the tops of the molds

with a trowel and smooth off the cubes by drawing the flat side of the

BIL

252 BULDING MATERAILS LAB

trowel once across the top of each cube at right angle

to the length of the mold.

8. Level the mortar by drawing the flat side of the trowel lightly once along

the length of the mold. Cut of the mortar to a plane surface flush with the

top of the mold by drawing the straight edge of the trowel with a sawing

motion over the length of the mold.

9. Place the test specimens ( in the mold ) in the moist room for 20 to 24

hours with their upper surface exposed to the moist air.

10. Remove the specimens from their molds and keep in the moist room.

Determination of compressive strength:

1. Take out 3 specimens for each period of storage time ( 3 , 7, and 28 days)

2. Wipe each specimen to a surface dry condition.

3. Break the 3 specimens and record the breaking load.

Calculation:

Record the total maximum load for each specimen and calculate the compressive

strength in N/mm2 . Calculate the average of the 3 cubes at each period.

Reference:

ASTM C109-90 compressive strength Hydraulic Portland Cement Mortars.

ASTM C305-82 Mechanical mixing of the hydraulic cement pastes and mortars of plastic

consistency.

(ASTM 90 ) American Society for Testing and Materials, “1990 Annual Book of ASTM

Standards, “ Volume 04.01: Cement; lime; gypsum, 1990.

BIL

252 BULDING MATERAILS LAB

Experiment #2 CEMENT MORTAP CUBES

@ 3 DAYS:

Cube # Length

(mm)

Width

(mm)

Height

(mm)

Weight

(gm)

Load

(KN)

Stress

(N/mm2)

Avg. stress=

@ 7 DAYS

Cube # Length

(mm)

Width

(mm)

Height

(mm)

Weight

(gm)

Load

(KN)

Stress

(N/mm2)

Avg. stress=

@ 28 DAYS:

Cube # Length

(mm)

Width

(mm)

Height

(mm)

Weight

(gm)

Load

(KN)

Stress

(N/mm2)

Avg. stress=

Plot a graph showing the average stress [y-axis] (N/mm2).Vs .Time (Days) [X-axis]

Sieve Analysis of Concrete Aggregate

BIL

252 BULDING MATERAILS LAB

Experiment #3

Sieve Analysis of Concrete Aggregate

Introduction:

Aggregate is one of the basic constituents of concrete. Its quality is of considerable

importance because about three-quarter of the volume of concrete is occupied by

aggregates. One of the physical properties of aggregate

that influence the property of concrete is the grading of

aggregate. The grading of aggregate defines the

proportions of particles of different size in the aggregate.

The grading of fine (size < 5 mm) and coarse (size > 5 mm)

aggregates are generally required to be within the limits

specified in BS 882: 1992

Objective:

To determine the particle-size distribution of typical fine and coarse concrete aggregate

samples by sieving and to plot their grading curves.

Definition:

The process of dividing a sample of aggregate into fractions of same particle size is known

as sieve analysis.

Apparatus:

▪ balance sensitive to 0.5 gm

▪ Mechanical shaker

▪ Sand splitter

▪ Measuring cylinders

▪ Set of standard sieves:

Coarse agg: #4, 3/8” , ½” ¾” , 1”

Fine agg: #100, #50, #30, #16, #8, #4

https://www.google.com/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&cad=rja&uact=8&ved=2ahUKEwjkheHb8-jfAhUmy4UKHRs3AL8QjRx6BAgBEAU&url=https://www.aliexpress.com/item/Standard-sieve-gravel-gravel-test-sieve-analysis-laboratory-specializing-in-screening-testing-sieve-sieve-test/32365522119.html&psig=AOvVaw1wfoghHln25osx8ra9d0Sk&ust=1547405174768538

https://www.google.com/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&cad=rja&uact=8&ved=2ahUKEwimnOrC9OjfAhVDzRoKHUEeBO8QjRx6BAgBEAU&url=https://civilblog.org/2013/05/14/sieve-analysis-of-soil-is-2720-part-4-1985/&psig=AOvVaw1wfoghHln25osx8ra9d0Sk&ust=1547405174768538

BIL

252 BULDING MATERAILS LAB

Materials:

▪ Coarse aggregate

▪ Fine aggregate

Procedure ( Fine aggregate)

1. Select ¼ ft3 of a representative sand sample. Reduce the sample by means of a

sample splitter. When splitting the sample, one half is set aside, and the other

half is split again until the proper sample size is obtained ( about 500 gm). Make

sure that the representative sample is free flowing for reduction wth splitter.

2. Air-dry the sample and weight to the nearest 0.5 gm.

3. Arrange the sand sieves (from No. 4 to No. 100) in descending order with the

largest sieve at the top and the pan at the bottom.

4. Place the 500 gm sample in the top sieve. Cover the sieve with the lid and place

the nest of sieves in the shaker. Clamp the nest of sieves securely and shake for

2000 oscillations ( for about 5 minutes).

5. Weight the residue on each sieve and in the pan to 0.5gm.

6. Carefully clean each sieve with a soft brush.

Procedure ( Coarse aggregate)

1. Select about ½ ft3 of a representative air-dried aggregate sample.

2. Reduce the sample to about 10 kg sample by the quartering process. This process

involves placing the sample on a hard, clean surface, mixing thoroughly by

shoveling thrice times and then shoveling the entire sample into a cortical pile,

flattening the pile by pressing down the top of the pile with the shovel, marking

BIL

252 BULDING MATERAILS LAB

the flattened mass into quarters by two intersecting lines at

the center of the pile, and removing the aggregate from two diagonally opposite

quarters. The two quarters are then mixed, flattened and quartered. This

procedure is repeated until the desired sample size is obtained.

3. Sieve the sample by hand successively through all of the sieves starting with the

1-inch sieve and ending with the No.4 sieve at a time. Each sieve should be

shaken until no aggregate passes through.

Determination of Gradations:

Well- graded

• Refers to a gradation that is near maximum density.

Gap graded

• Refers to a gradation that contains only a small percentage of aggregate particles in the mid-size range. ( Aggregate so graded that certain intermediate sizes are substantially absent)

Uniformly graded

• Refers to a gradation that contains most of the particles in a very narrow size rang. ( Almost all the particles are the same size)

BIL

252 BULDING MATERAILS LAB

𝐹𝑀 = σ 𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 %1001 𝑅𝑒𝑡𝑎𝑖𝑛𝑒𝑑

100

Calculation:

1. Present the results of each sieve analysis in tabular form on the attached data

sheet.

2. Compute Finesse Modulus ( FM) of the fine aggregate by adding the cumulative

percentages of the sample retained, in descending order, on the No. 4 sieve

through the No. 100 sieve. Divide the sum of percentages by 100 to get the FM.

3. Compute Finesse Modulus (FM) of the coarse aggregate.

4. Plot the grading curves for both the fine and coarse aggregate on the attached

graph

Reference:

ASTM C33 Concrete aggregate.

ASTM C136 – Sieve analysis of fine and coarse aggregate

Concrete Technology by : A.M. Neville & J.J. Brooks( Revised 1991)

BIL

252 BULDING MATERAILS LAB

Example:

A. Coarse Aggregate:

Weight of sample before sieving = 1000 gm

Sieve Size

Weight of

Empty sieve (gm)

(A)

Weight of

Partially Filled Sieve ( gm)

(B)

Weight Retained

(gm)

% Retained

(D) 𝑪

σ 𝑪 *100

Cumulative % Retained

(E)

Cumulative % Passing

(F) 100-E

1” (25mm) 470 470 0 0 0 100

¾” (19mm) 439 514.7 75.7 7.57 7.57 92.43

½”(12.5) 415 505.6 90.6 9.06 16.63 83.37

3/8” (9mm) 395 999.8 604.8 60.47 77.1 22.9

#4(4.75mm) 382 609.1 227.1 22.71 99.81 0.19

Pan 325 327 2 0.2 100.0 0

σ = 1000.2

Sample for % Retained

% Retained= 75.7

1000.2 ∗ 100 = 7.57%

Sample for Cumulative % Retained

% Retained= 7.57+9.06= 16.63%

𝐹𝑀 = σ 𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 %41 𝑅𝑒𝑡𝑎𝑖𝑛𝑒𝑑

100 = 𝐹𝑀 =

[7.57+16.63+77.1+99.81+5∗100]

100 = 7.008

The rang of FM [ 7 8]

Without

pan

BIL

252 BULDING MATERAILS LAB

B. Fine Aggregate:

Weight of sample before sieving = 500 gm

Sieve Size

Weight of

Empty sieve (gm)

(A)

Weight of

Partially Filled Sieve ( gm)

(B)

Weight Retained

(gm)

% Retained

(D) 𝑪

σ 𝑪 *100

Cumulative % Retained

(E)

Cumulative % Passing

(F) 100-E

#4 (4.75mm) 466 468.6 2.6 0.520 0.520 99.480

#8 (2.36mm) 436 471.8 33.8 6.761 7.281 92.719

#16(1.18) 408 493.3 85.3 17.063 24.344 75.656

#30 (0.6mm) 362 597.6 235.6 47.129 71.473 28.527

#50(0.3mm) 335 448.4 113.4 22.685 94.158 5.842

#100(0.15mm) 340 368.7 28.7 5.741 99.899 0.101

Pan 325 325.3 0.3 0.060 99.959 0.04

σ = 499.9

Sample for % Retained

% Retained= 2.6

499.9 ∗ 100 = 0.52%

Sample for Cumulative % Retained

% Retained= 0.520+6.761= 7.281%

𝐹𝑀 = σ 𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 %1004 𝑅𝑒𝑡𝑎𝑖𝑛𝑒𝑑

100 = 𝐹𝑀 =

[0.520+7.281+24.344+71.473+94.158+99.899]

100 =

2.977

The rang of FM [ 2 3]

Without

pan

BIL

252 BULDING MATERAILS LAB

Experiment #3 –Data Sheet

A. Coarse Aggregate:

Weight of sample before sieving = gm

Sieve Size

Weight of

Empty sieve (gm)

(A)

Weight of

Partially Filled Sieve ( gm)

(B)

Weight Retained

(gm)

% Retained

(D) 𝑪

σ 𝑪 *100

Cumulative % Retained

(E)

Cumulative % Passing

(F) 100-E

1” (25mm) ¾” (19mm) ½”(12.5)

3/8” (9mm) #4(4.75mm)

Pan σ =

B. Fine Aggregate:

Weight of sample before sieving = gm

Sieve Size

Weight of

Empty sieve (gm)

(A)

Weight of

Partially Filled Sieve ( gm)

(B)

Weight Retained

(gm)

% Retained

(D) 𝑪

σ 𝑪 *100

Cumulative % Retained

(E)

Cumulative % Passing

(F) 100-E

#4 (4.75mm) #8 (2.36mm) #16(1.18) #30 (0.6mm) #50(0.3mm) #100(0.15mm)

Pan σ =

BIL

252 BULDING MATERAILS LAB

(C ) U

n ifo

rm ly

G ra

d e

g ra

d e

(B ) G

a p

g ra

d e

( A )W

e ll g

ra d

e d

Increasing cumulative percentage passing

In cre

a sin

g p

a rticle

size / sie

v e

(m m

)

https://www.google.com/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&ved=2ahUKEwiJoY_QgfrfAhVPA2MBHUXQC2MQjRx6BAgBEAU&url=https://mathtab.com/page.php?page_id%3D32&psig=AOvVaw2O4dSBkJ0czSTioSPTlPAS&ust=1547993032786305

BIL

252 BULDING MATERAILS LAB

Nominal Dimensions of U.S. Standard Sieves - AASHTO M 92

Sieve Designation Nominal Sieve Openings

Metric Standard Metric inches

Coarse Aggregate

50.0 mm 2 50.0 mm 2.00

37.5 mm 1 ½ 37.5 mm 1.50

25.0mm 1 25.0 mm 1.00

19.0 mm

¾ 19.0 mm 0.750

12.5 mm ½ 12.5 mm 0.500

9.5 mm 3/8 9.5 mm 0.375

4.75 mm No.4 4.75 mm 0.187

Fine Aggregate

4.75 mm No.4 4.75 mm 0.187

2.36 No.8 2.36 mm 0.093

1.18 No.16 1.180 mm 0.0469

0.6 No. 30 0.60 mm 0.0234

0.3 No.50 0.30 mm 0.0117

0.15 No.100 0.150 mm 0.0059

Pan - Pan -

Specific Gravity & Absorption of Concrete Aggregates

BIL

252 BULDING MATERAILS LAB

Experiment #4

Specific Gravity and Absorption of concrete

Aggregates

Introduction:

Specific Gravity is the ratio of the weight of a given volume of

aggregate to the weight of an equal volume of water. Water, at a

temperature of 73.4°F (23°C) has a specific gravity of 1. Specific

Gravity is important for several reasons. Some deleterious particles

are lighter than the good aggregates. Tracking specific gravity can

sometimes indicate a change of material or possible contamination.

Differences in specific gravity may be used during production to

separate the deleterious particles from the good using a heavy

media liquid.

Objective:

To determine the apparent and bulk specific gravities and the absorption of both coarse

and fine aggregates.

Definition:

A. Absorption:

The increase in the weight of aggregate due to water in the pores of the material,

but not including water adhering to the outside surface of the particles expressed

as a percentage of the dry weight

B. Specific gravity:

The ratio of the mass ( or weight in air) of a unit volume of a material to the mass

of the same volume of water at stated temperatures. Values are dimensionless.

C. Apparent Volume

Volume of aggregate (excluding permeable voids in the particles)

D. Bulk Volume:

Volume of aggregate (including voids in the particles, but not including the

between particles)

BIL

252 BULDING MATERAILS LAB

A. Specific Gravity and Absorption of Coarse

Aggregate.

Apparatus:

▪ Balance sensitive to 0.5gm with a capacity of 5 Kg or more

▪ Wire basket container

▪ Sample splitter

▪ Towel. Scoop, pans, drying oven

Materials:

5 Kg of ¼ to ¾ in. aggregate obtained by quartering or by use of a sample splitter,

rejecting all materials passing the No.4 sieve.

Procedure:

1. Remove the saturated sample after 24 hr. in water. Roll in a towel until all

visible water films are removed. The sample should appear damp but have no

surface sheen, Weigh the sample in the ( SSD) condition and record this

weight to the nearest 0.5 g

2. Immediately place the sample in the basket container. Submerge it in water,

remove all entrapped air by shaking the container while immersed.

Determine its weight in water after correcting for the weight in the water for

the basket container alone

3. Remove the sample from the container, dry it to a constant weight at a

temperature of 100 and weigh. At least 24hr. will be required to oven –dry

the sample.

BIL

252 BULDING MATERAILS LAB

𝐴𝑝𝑝𝑎𝑟𝑒𝑛𝑡 𝑆𝑃. 𝐺𝑟 = 𝐴

𝐴 − 𝐶

𝐺𝑟𝑜𝑠𝑠 𝐵𝑢𝑙𝑘 𝑆𝑝. 𝐺𝑟. (𝑆𝑆𝐷) = 𝐵

𝐵 − 𝐶

𝐵𝑢𝑙𝑘 𝑆𝑃. 𝐺𝑟. ( 𝑂𝐷) = 𝐴

𝐵 − 𝐶

𝐴𝑏𝑠𝑜𝑟𝑝𝑡𝑖𝑜𝑛 % = 𝐵 − 𝐴

𝐴 ∗ 100

Calculation:

Where

A = weight of oven-dry sample

B = weight of SSD sample in air

C = weight of SSD sample in water

B. Specific Gravity and Absorption of Fine Aggregate.

Apparatus:

▪ Pycnometer or 500 ml volumetric flask with a pycnometer top

▪ Balance sensitive to 0.1g with a minimum capacity of 1 kg.

▪ Metal and conical mold, metal tamper, pans, fan, sample splitter, during oven, and

scoop

Materials:

▪ 1 kg. of saturated fine aggregate from the sample, obtained by use of sample

splitter.

BIL

252 BULDING MATERAILS LAB

Procedure:

1. Spread the sample on a clean. Net surface exposed to gentle current of warm air

and stir the test sample frequently secure uniform drying. Continue the operation

until the sand approaches a free flowing condition.

2. Place a portion of the partially dried fine aggregate loosely

into the metal sand conical mold, holding the mold firmly on

a smooth, nonabsorbent surface with the large end down.

Lightly tamp the surface of the aggregates 25 time with

tamper and lift the mold vertically. If surface moisture is still

present, the fine aggregate will retain the molded shape.

Continue drying with constant stirring. Test at frequent

intervals until the tamped fine aggregate slumps slightly

upon removal of the mold.

3. Immediately split the sample and place 500-g of the fine

aggregate in the pycnometer and fill it with water to

approximately 90% capacity. Gently roll and agitate the

pycnometer to remove all air bubbles, then bring the water level in the

pycnometer to its level. Determine the total weight of the pycnometer.

4. As soon as the above sample has been placed in the pycnometer, weight out a

second 500-g. Sample and dry to constant weight for 4 hr. at a temperature of

100 to room temperature and weigh.

5. Determine the weight of the pycnometer filled to its calibration capacity with

water.

BIL

252 BULDING MATERAILS LAB

𝐴𝑝𝑝𝑎𝑟𝑒𝑛𝑡 𝑆𝑃. 𝐺𝑟 = 𝐴

𝐴 − 𝐶

𝐺𝑟𝑜𝑠𝑠 𝐵𝑢𝑙𝑘 𝑆𝑝. 𝐺𝑟. (𝑆𝑆𝐷) = 𝐵

𝐵 − 𝐶

𝐵𝑢𝑙𝑘 𝑆𝑃. 𝐺𝑟. ( 𝑂𝐷) = 𝐴

𝐵 − 𝐶

𝐴𝑏𝑠𝑜𝑟𝑝𝑡𝑖𝑜𝑛 % = 𝐵 − 𝐴

𝐴 ∗ 100

Calculation:

Where

A = weight of oven-dry sample in air

B = weight of SSD sample in air

C = weight of SSD sample in water

C= ( E - D)

D = Weight of pyconmeter filled with water

E = Weight of pycnometer with sample and Water to the calibration mark

Reference:

ASTM C33 Concrete aggregate.

ASTM C127 – Test method for specific graviry and absorption of coarse aggregate

ASTM C127 – Test method for specific graviry and absorption of fine aggregate

BIL

252 BULDING MATERAILS LAB

Concrete Technology by : A.M. Neville & J.J. Brooks( Revised 1991)

Experiment #4 –Data Sheet

Specific Gravity & Absorption (Coarse Aggregate )

Weight Value

Specific Gravity & Absorption ( Fine Aggregate )

Weight Value

C ( E –D)

BIL

252 BULDING MATERAILS LAB

Workability of Fresh Concrete

BIL

252 BULDING MATERAILS LAB

Experiment #5

Workability of Fresh Concrete

Introduction:

The potential strength and durability of concrete of a given mix proportion is very

dependent on the degree of its compaction. It is vital, therefore, that the consistency of

the mix be such that the concrete can be transported, placed, and finished sufficiently

early enough to attain the expected strength and durability.

Definition:

Workability of concrete is defined as the ability of concrete mix to be mixed ,handled,

placed and compacted to its final shape.

Objective:

This experiment covers the measurement of the workability of fresh concrete by

conducting slump, compacting factor, and compacting factor tests.

A. Slump test

Definition:

The decrease in the height of the center of the slumped concrete.

Apparatus:

▪ Slump cone

▪ Tamping rod

▪ Sampling tray

Materials:

▪ Concrete

Procedure :

1. Fill the cone with 3 layers of the freshly mixed concrete each approximately 1/3 of

the volume of the cone. Each layer is rodded 25 strokes with the tamping rod. The

BIL

252 BULDING MATERAILS LAB

rodding should be uniformly distributed and the rod should

not penetrate more than 1 inch trough the underlying layer or hit the bottom

surface.

2. Remove the excess concrete from the top and level without compacting using the

tamping rod.

3. Clean the surrounding and remove the cone vertically within 5 seconds.

4. The distance that the center of the concrete cone has lowered from the original

level in mm is slump of the sample.

Calculation & results:

Slump= mm

When the slump test is carried out, following are the shape of the concrete slump that

can be observed:

Figure-: Types of Concrete Slump Test Results

True Slump – True slump is the only slump that can be measured in the test. The

measurement is taken between the top of the cone and the top of the concrete after the

cone has been removed, consists of a general subsidence of the mass, without any

breaking up.

Zero Slump – Zero slump is the indication of very low water-cement ratio, which results in

dry mixes. These type of concrete is generally used for road construction.

Collapsed Slump – This is an indication that the water-cement ratio is too high. concrete

mix is too wet or it is a high workability mix, for which a slump test is not appropriate.

BIL

252 BULDING MATERAILS LAB

Shear Slump – The shear slump indicates that the result is

incomplete, , a lack of cohesion , it tends to occur in harsh mixes i.e ( those which are

deficient in fine aggregate) and concrete to be retested.

B. Compacting Factor test

Definition:

The ratio of the density actually achieved in the test to the density of the same concrete

fully compacted .

Apparatus:

▪ Compacting factor apparatus

▪ Sauer mouthed shovel

▪ Compacting bar or vibrating hammer or table

▪ Weight balance

▪ Tamping rod

Materials:

▪ Fresh Concrete

Procedure :

1. Clean and wet the cones and the cylinder trap doors and close the trap doors.

2. Fill the upper cone with freshly mixed concrete and level the surface without

compacting using the tamping rod.

3. Open the trap door of the upper cone and let the concrete to fall into the lower

cone. ( if some of the concrete stocked in the cone, use the tamping rod top

release the material)

4. Open the trap door of the lower cone to fall into the cylinder.

5. Remove the excess from the cylinder using the tamping rod and level the surface.

6. Weight the cylinder and record its weight.

Calculation & results:

Where

A = weight of empty cylinder

BIL

252 BULDING MATERAILS LAB

𝐶. 𝐹. = 𝐵 − 𝐴

𝐶 − 𝐴

B = weight of cylinder + concrete ( partially compacted)

C = weight of cylinder + concrete ( fully compacted)

C. Vebe test

Definition:

The time required transferring a standard concrete cone shape to standard concrete

cylinder shape.

Apparatus:

▪ Vebe consistometer, moving vertical

rod, clear plastic, rotating arm, slump

cone container , vebe table 2

▪ Tamping Rod

▪ Stop Watch

Materials:

▪ Fresh concrete

Procedure ( Fine aggregate)

1. Place the cone in the container of the instrument and fil it with the freshly mixed

concrete by three layers follow the same procedure of filling the cone in the slump

test

2. Remove the cone vertically within 5 seconds

3. Turn the disk to be over the container and lower it slowly until it just touches the

concrete and read the slump.

4. Start the vibration and also, start the stop watch. Stop the watch after all the

surface of the disk has been covered with cement paste and record the Vebe time.

BIL

252 BULDING MATERAILS LAB

Calculation & results:

Slump= mm

V-B time = seconds

Reference:

ASTM C143- Test method for slump of hydraulic cement concrete .

BS 1881-pt103 – Method for determination of compacting factor

BS 1881-pt.104 – Method for determination of Vebe test.

BIL

252 BULDING MATERAILS LAB

Experiment #5 –Data Sheet

A. Slump test:

Slump

( )

B. Compacting Factor test

weight of empty cylinder

weight of cylinder + concrete ( partially

compacted)

weight of cylinder + concrete ( fully

compacted)

C. Vebe test

Slump Vebe time

Mix Design of Concrete

BIL

252 BULDING MATERAILS LAB

Experiment #6

Mix Design of concrete

Introduction:

The strength of concrete of a given mix proportions is very seriously

affected by the degree of its compaction; it is vital, that the consistency

(ability to flow) of the mix be such that, the concrete can be

transported, placed and finished sufficiently easily and without

segregation.

Objective:

The object of this test is to design concrete made with aggregates of normal density. The

requirements of the mix is to obtain a strength of 24 MPa at 28 days as design strength

having good workability and slump of 75-100mm using type I cement (OPC).

Procedure :

Before proceeding with the design mix, tests should be performed on the constituent

materials proposed for use in the concrete mix to check for quality requirements of the

specifications.

Calculation:

ACI 211.1 provides concrete mix designers with design tables to assist them in their

design. In this experiment we will concentrate on the following tables

Approximate mixing water and air content required for different table slumps and

maximum nominal aggregate sizes

BIL

252 BULDING MATERAILS LAB

Table A.1.5.3.3(ACI211.1)

Water Kg/m³

Maximum aggregate size

150 75 50 37.5 25 19 12.5 9.5 Slump (mm)

113 130 154 166 179 190 199 207 25-50

124 145 169 181 193 205 216 228 75-100

- 160 178 190 202 216 228 243 150-175

0.2 0.3 0.5 1 1.5 2 2.5 3 Air entrapped%

Table A.1.5.3.4(ACI211.1)

Compressive strength = 32.86

Compressive strength at 28 days, MPa Water- Cement ratio, by mass

40 0.42

35 0.47

30 0.54

25 0.61

20 0.69

15 0.79

Table A.1.5.3.6(ACI211.1)

Volume of coarse aggregate per unit of volume of concrete

Nominal Max aggregate size

(mm)

Volume of dry rodded coarse aggregate per unit volume of concrete for different Finess module of fine aggregate

2.4 2.6 2.8 3

9.5 0.50 0.48 0.46 0.44

12.5 0.61 0.57 0.55 0.53

19 0.66 0.64 0.62 0.6

25 0.71 0.69 0.67 0.65

37.5 0.75 0.73 0.71 0.69

50 0.78 0.76 0.74 0.72

75 0.82 0.80 0.78 0.76

100 0.87 0.85 0.83 0.81

BIL

252 BULDING MATERAILS LAB

Properties Cement Fine Aggregate Coarse Aggregate

Max. Size(mm) -- -- 37.5

Specific Gravity 3.15 2.64 (Bulk) 2.68 (Bulk)

Finess Modulus -- 2.8 --

Dry Rodded Unit Weight

-- -- 1600 kg/m3

Absorption (%) -- 0.7 0.5

Moisture Content (%)

-- 6 2

• Step 1 :From table A.1.5.3.3.the estimate mixing water for a slump 75-100mm

concrete made with 37.5 mm aggregate is found to be 181Kg/m3

Water Kg/m³

Maximum aggregate size

150 75 50 37.5 25 19 12.5 9.5 Slump (mm)

113 130 154 166

179 190 199 207 25-50

124 145 169 181 193 205 216 228 75-100

178 190

202 216 228 243 150-175

0.2 0.3 0.5 1 1.5 2 2.5 3 Air entrapped

Example :

Required average strength will be 24 MPa with slump of 75-100mm. The coarse aggregate has a nominal maximum size of 37.5mm and dry-rodded mass of 1600kg/m3 Other properties of the ingredient are: cement – Type I with specific gravity of 3.15; coarse aggregate – bulk specific gravity 2.68 and absorption 0.5 percent; fine aggregate bulk specific gravity 2.64 absorption 0.7 percent and fineness modulus 2.8. Moisture content for coarse and fine aggregates are 2% and 6% respectively

BIL

252 BULDING MATERAILS LAB

• Step 2 :The water-cement ratio for concrete with strength

24 MPa is found from table A1.5.3.4(a) to be 0.62 (by interpolation)

Compressive strength at 28 days, MPa Water- Cement ratio, by mass

40 0.42

35 0.47

30 0.54

25 0.61

20 0.69

15 0.79

• Step 3 : from the information developed in step 1 & step 2 ,the required cement

content is found to be

( water cement ratio) C

W =C =

62.0

181 = 292 Kg/m3

• Step 4 : The quantity of coarse aggregate is estimated from Table A1.5.3.6. For a

fine aggregate having a fineness modulus of 2.8 and 37.5-mm nominal maximum

size of coarse aggregate, the table indicates that 0.71 m3

Nominal Max aggregate size

(mm)

Volume of dry rodded coarse aggregate per unit volume of concrete for different Finess module of fine aggregate

2.4 2.6 2.8 3

9.5 0.50 0.48 0.46 0.44

12.5 0.61 0.57 0.55 0.53

19 0.66 0.64 0.62 0.6

25 0.71 0.69 0.67 0.65

37.5 0.75 0.73 0.71 0.69

50 0.78 0.76 0.74 0.72

75 0.82 0.80 0.78 0.76

100 0.87 0.85 0.83 0.81

Of coarse aggregate, on a dry –rodded basis, may be used in each cubic meter of

concrete.

Required dry mass is, therefore, 0.71 *1600 = 1136 kg

• Step 5 : With the quantities of water, cement and coarse aggregate established, the remaining material comprising the cubic meter of concrete must consist of

fine aggregate and whatever air will be entrapped. The required fine aggregate

may be determined on the basis of either mass or absolute volume as shown

BIL

252 BULDING MATERAILS LAB

below(volume – basis method). With the quantities of cement, water and coarse aggregate established, and the approximate air

content of 1% determined the sand content can be calculated as follows:

((assume we are making 1m3 of concrete,

Specific Gravity = 𝜌 𝑚𝑎𝑡𝑒𝑟𝑖𝑎𝑙

𝜌 𝑤𝑎𝑡𝑒𝑟 =

𝜌 𝑚𝑎𝑡𝑒𝑟𝑖𝑎𝑙 = 𝑊𝑒𝑖𝑔ℎ𝑡

𝑉𝑜𝑙𝑢𝑚𝑒 , 𝜌 𝑤𝑎𝑡𝑒𝑟 = 1000

Volume = 𝑤𝑒𝑖𝑔ℎ𝑡

𝑆𝑝𝑒𝑐𝑖𝑓𝑖𝑐 𝐺𝑟𝑎𝑣𝑖𝑡𝑦∗1000

Specific Gravity * 1000 = 𝑤𝑒𝑖𝑔ℎ𝑡

𝑣𝑜𝑙𝑢𝑚𝑒 =

Volume of water = 1000*1

181 = 0.181 m3

Solid volume of cement = 1000*15.3

292 = 0.093 m3

Solid volume of coarse aggregate = 1000*68.2

1136 = 0.424 m3

0.2 0.3 0.5 1 1.5 2 2.5 3 Air entrapped%

Volume of entrapped air = 0.01 × 1.000=0.010 m3

Total solid volume of ingredients except fine aggregate

= Σ (0.181+0.0.093+0.424+0.01)= 0.708m3

Solid volume of fine aggregate required = 1.000- 0.708= 0.292 m3

Specific Gravity for fine aggregate = 2.64

Required weight of dry fine aggregate = 0.292 ×2.64 ×1000= 771 Kg/m3

BIL

252 BULDING MATERAILS LAB

Batch masses in Kg per cubic meter of concrete are

summarized below:

Water (net mixing ) = 181 Kg/m3

Cement = 292 Kg/m3

Coarse aggregate(dry) = 1136 Kg/m3

Sand (dry ) = 771 Kg/m3

• Step 6: Tests indicate total moisture of 2 percent in the coarse aggregate and 6 percent in the fine aggregate. If the trial batch proportions based on assumed concrete mass are

used adjusted aggregate masses become.

Correction of aggregates:

SSD weight = Dry weight + weight of water inside

= Dry weight +[ dry weight * 𝑚𝑜𝑠𝑖𝑡𝑢𝑟𝑒 𝑐𝑜𝑛𝑡𝑒𝑛𝑡

100 ]

= Dry weight *[ 1+ 𝑚𝑜𝑠𝑖𝑡𝑢𝑟𝑒 𝑐𝑜𝑛𝑡𝑒𝑛𝑡

100 ]

Coarse aggregate (wet) = 1136*(1.02)= 1159 kg

Fine aggregates (wet) = 771*(1.06)= 817 kg

Absorbed water does not become part of the mixing water and must be excluded from

the adjustment in added water. Thus, surface water contributed by the

coarse aggregate amounts to

2-0.5 = 1.5 percent;

by the fine aggregate

6 – 0.7 = 5.3 percent.

The estimated requirement for added water, therefore becomes

181-1136(0.015) – 771( 0.053)=123 kg

Water (to be added ) = 123 Kg/m3

Cement = 292 Kg/m3

Coarse aggregate(wet) = 1159 Kg/m3

Fine aggregate (wet) = 817 Kg/m3

Total = 2391 Kg

BIL

252 BULDING MATERAILS LAB

• Step 9: Assume that we are casting 12 column of the

following size:

300 * 500 *3000

Volume of Concrete( colums) = ( 0.3m * 0.5m * 3m) *12= 5.4m3

We need to take into consideration that some of the concrete will be wasted (falls on

the floor, stays in the mixture, eyc….) therefore, we need to increase this volume of

concrete by 10% to account for this waste.

VOLUME OF CONCRETE= 5.4m3 + ( 0.1*5.4) = 5.94 m3

• Step 10: We can now calculate the amounts of materials needed to produce

enough concrete to cast these 12 columns. Bear in mind that you have to round

up your answers to the nearest one, to make your numbers reasonable.

Water (to be added ) = 123 Kg/m3 * 5.94 m3= 730.62 kg 731kg

Cement = 292 Kg/m3 * 5.94 m3= 1734.48kg 1735 kg

Coarse aggregate(wet) = 1159 Kg/m3 * 5.94 m3 = 6884.6kg 6885kg

Fine aggregate (wet) = 817 Kg/m3 * 5.94 m3 = 4852.9kg 4853 kg

Total = 14204 Kg

Example :

Required average strength will be 30 MPa with slump of 75-100mm. The coarse aggregate has a nominal maximum size of 19.0mm and dry-rodded mass of 1600kg/m3 Other properties of the ingredient are: cement – Type I with specific gravity of 3.15; coarse aggregate – bulk specific gravity 2.68 and absorption 0.5 percent; fine aggregate bulk specific gravity 2.64 absorption 0.7 percent and fineness modulus 2.8. Moisture content for coarse and fine aggregates are 2% and 6% respectively

BIL

252 BULDING MATERAILS LAB

Experiment #5 –Data Sheet

Report Question:

Properties Cement Fine Aggregate Coarse Aggregate

Max. Size(mm) -- --

Specific Gravity (Bulk) (Bulk)

Finesses’ Modulus -- --

Dry Rodded Unit Weight

-- -- kg/m3

Absorption (%) --

Moisture Content (%)

Required average strength will be Slump

Amount of concrete to cast

Example :

Required average strength will be ( ) MPa with slump of ( _)mm. The coarse aggregate has a nominal maximum size of ( )mm and dry-rodded mass of 1600kg/m3 Other properties of the ingredient are: cement – Type I with specific gravity of ( ); coarse aggregate – bulk specific gravity ( ) and absorption ( ) percent; fine aggregate bulk specific gravity ( ) absorption ( ) percent and fineness modulus ( ) . Moisture content for coarse and fine aggregates are ( )% and ( )% respectively

Compressive Strength of Drilled Concrete Core

BIL

252 BULDING MATERAILS LAB

Experiment #7

Compressive Strength of Drilled Concrete Cores

Introduction:

The examination and compression testing of core cut from

hardened concrete is a well-established method, enabling visual

inspection of the interior regions of a member to be coupled

with strength estimation. Concrete cores are cut by means of a

rotary cutting tool with diamond bits. The equipment must be

firmly supported and braced against the concrete to prevent

relative movement, which will result in a distorted or broken

core. Usually, in concrete coring, water supply is used to

lubricate the cutter and uniformity of pressure is important, so it is essential that a skilled

operator perform drilling.

Objective:

This test method covers obtaining, preparing, and testing cores drilled from concrete for

compressive strength determination

Apparatus:

▪ Core Drill

▪ Saw

Procedure:

1. The diameter of core specimens for the determination of compressive strength

should preferably be at least three times the nominal maximum size of the coarse

aggregate used in the concrete, and must be at least twice the maximum nominal

size of the coarse aggregate in the core sample.

2. The length of the specimen, when capped, should be as nearly as practicable twice

its diameter. A core having a maximum height of less than 95% of its diameter

before capping or a height less its diameter after capping shall not be tested.

3. Saw or tool the ends of the specimens until their ends are smooth and

perpendicular to the longitudinal axis of the core.

BIL

252 BULDING MATERAILS LAB

4. Submerge the test specimens in lime-saturated water at (

73.4+3.0F) (23.0+1.7C) for at least 40h immediately prior to making the

compression test.

5. Cap the ends of the specimens before conducting the compression test.

6. Prior to testing measure the length of the capped specimen to the nearest 2.5mm

and use this length to compute the length –to diameter ration.

7. Determine the average diameter by averaging two measurement taken at right

angles to each other about the mid-height of the specimen.

8. Test the specimens under compression load till the failure.

Calculation:

1. Calculate the compressive strength of each specimen using the computed cross-

sectional area based on the average diameter of the specimen.

2. Apply correction factor shown in the following tables in order to estimate the

equivalent standard cylinder compressive strength σ cylinder. This factor depends

on the H/D:

If H/D exceed 2.10 it shall be reduced by cutting the H

If H/D within the ratio 1.94 -2.10 no correction required

If H/D less than 1.94 use the Core strength Correction

Factor ASTM C42

𝐻

𝐷 ≥ 2.10

𝐻

𝐷 < 1.94

2.10 > 𝐻

𝐷 ≥ 1.94

Example :

Core diameter = D = 102.56mm

Hb= Height before capping = 112.24mm

Ha = Height after capping = 115.38mm

P = Crushing Load = 309.8 KN

BIL

252 BULDING MATERAILS LAB

Calculation:

σ core = 𝑃

𝐴 =

𝑃

𝜋∗𝐷2/4

= 309.8∗1000

𝜋∗(102.56)2/4 = 37.5 MPa

σ Cylinder = σ core * Correction factor

The correction factor for = 𝐻𝑎

𝐷 =

115.38

102.56 = 1.13

From this table insert H/D = 1.13 Factor = 0.90

H/D Factor H/D Factor H/D Factor H/D Factor

1.00 0.87

1.01 0.87 1.26 0.93 1.51 0.96 1.76 0.98

1.02 0.87 1.27 0.93 1.52 0.96 1.77 0.98

1.03 0.88 1.28 0.93 1.53 0.96 1.78 0.98

1.04 0.88 1.29 0.93 1.54 0.96 1.79 0.98

1.05 0.88 1.30 0.94 1.55 0.96 1.80 0.98

1.06 0.88 1.31 0.94 1.56 0.96 1.81 0.98

1.07 0.89 1.32 0.94 1.57 0.96 1.82 0.99

1.08 0.89 1.33 0.94 1.58 0.96 1.83 0.99

1.09 0.89 1.34 0.94 1.59 0.96 1.84 0.99

1.10 0.89 1.35 0.94 1.60 0.97 1.85 0.99

1.11 0.90 1.36 0.94 1.61 0.97 1.86 0.99

1.12 0.90 1.37 0.94 1.62 0.97 1.87 0.99

1.13 0.90 1.38 0.95 1.63 0.97 1.88 0.99

1.14 0.90 1.39 0.95 1.64 0.97 1.89 0.99

1.15 0.91 1.40 0.95 1.65 0.97 1.90 0.99

1.16 0.91 1.41 0.95 1.66 0.97 1.91 0.99

BIL

252 BULDING MATERAILS LAB

1.17 0.91 1.42 0.95 1.67 0.97 1.92 0.99

1.18 0.91 1.43 0.95 1.68 0.97 1.93 0.99

1.19 0.92 1.44 0.95 1.69 0.98 1.94 1.00

1.20 0.92 1.45 0.95 1.70 0.98 1.95 1.00

1.21 0.92 1.46 0.96 1.71 0.98 1.96 1.00

1.22 0.92 1.47 0.96 1.72 0.98 1.97 1.00

1.23 0.93 1.48 0.96 1.73 0.98 1.98 1.00

1.24 0.93 1.49 0.96 1.74 0.98 1.99 1.00

1.25 0.93 1.50 0.96 1.75 0.98 2.00 1.00

σ Cylinder = 37.5 * 0.90 = 33.75 MPa

Estimate σ cube = 1.25 * σ Cylinder = 1.25*33.75 = 42.19MPa

Acceptance Criteria (ACI 318)

Concrete in area represented by a core test will be considered acceptable if average

strength of cores is equal to at least 85 percent of, and if no single core is less than 75

percent of, specified strength ( f’c).

Reference:

ASTM C42- Test method obtaining and testing drilled cores and sawed beams of

concrete.

Concrete Technology by : A.M. Neville & J.J. Brooks( Revised 1991)

Core diameter = D = 102.56mm

Hb= Height before capping = 186.3mm

( Capping: a layer is placed on each end ( approximate 1.5 top+ 1.5 bottom)

Ha = Height after capping = 186.3 + 3 = 189.3 mm

P = Crushing Load = 168 KN

Example :

Diameter 98.8 mm Average = 98.7

98.6 mm

98.7 mm

Height 186.1 Average = 186.3 186.5

186.4

Weight 3246 gm

BIL

252 BULDING MATERAILS LAB

Calculation:

σ core = 𝑃

𝐴 =

𝑃

𝜋∗𝐷2/4

= 168∗1000

𝜋∗(98.7)2/4 = 21.96 MPa

The Cylinder specimen of concrete ( 150mm diameter and 300mm height)

The Cube specimen of concrete ( 150mm *150mm *150mm )

σ Cylinder = σ core * Correction factor

The correction factor for 𝐻𝑎

𝐷 =

189.3

98.7 = 1.92

From this table insert H/D = 1.92 Factor = 0.99

σ Cylinder = 21.96 * 0.99 = 21.74 MPa

Estimate σ cube = 1.25 * σ Cylinder = 1.25*21.74 = 27.18MPa

σ cube > σ Cylinder

To perform tow checks we should take 3 cores, if design plans state a K300

kg/cm2

σ cube (1) = 27.30

σ cube (2) = 27.28

σ cube (3) = 27.26 average = 27.28

( f’c). = 300/10 = 30 MPa

Check #1

σ cube ( average) ≥ σ strength of concrete ( required in plan) * 0.85

σ cube ( average) ≥ 30 * 0.85 = 25.2MPa

27.28 ≥ 25.5 MPa ok

Check #2

σ cube ( minimum of all 3) ≥ σ strength of concrete ( required in plan) * 0.75

27.26 ≥ 30 * 0.75 = 22.5 5 MPa ok

BIL

252 BULDING MATERAILS LAB

Experiment #7 –Data Sheet

Diameter of core Height of core Core weight Crushing load

Average = Average=

BIL

252 BULDING MATERAILS LAB

Core Strength Correction Factor ASTM C42

H/D Factor H/D Factor H/D Factor H/D Factor

1.00 0.87

1.01 0.87 1.26 0.93 1.51 0.96 1.76 0.98

1.02 0.87 1.27 0.93 1.52 0.96 1.77 0.98

1.03 0.88 1.28 0.93 1.53 0.96 1.78 0.98

1.04 0.88 1.29 0.93 1.54 0.96 1.79 0.98

1.05 0.88 1.30 0.94 1.55 0.96 1.80 0.98

1.06 0.88 1.31 0.94 1.56 0.96 1.81 0.98

1.07 0.89 1.32 0.94 1.57 0.96 1.82 0.99

1.08 0.89 1.33 0.94 1.58 0.96 1.83 0.99

1.09 0.89 1.34 0.94 1.59 0.96 1.84 0.99

1.10 0.89 1.35 0.94 1.60 0.97 1.85 0.99

1.11 0.90 1.36 0.94 1.61 0.97 1.86 0.99

1.12 0.90 1.37 0.94 1.62 0.97 1.87 0.99

1.13 0.90 1.38 0.95 1.63 0.97 1.88 0.99

1.14 0.90 1.39 0.95 1.64 0.97 1.89 0.99

1.15 0.91 1.40 0.95 1.65 0.97 1.90 0.99

1.16 0.91 1.41 0.95 1.66 0.97 1.91 0.99

1.17 0.91 1.42 0.95 1.67 0.97 1.92 0.99

1.18 0.91 1.43 0.95 1.68 0.97 1.93 0.99

1.19 0.92 1.44 0.95 1.69 0.98 1.94 1.00

1.20 0.92 1.45 0.95 1.70 0.98 1.95 1.00

1.21 0.92 1.46 0.96 1.71 0.98 1.96 1.00

1.22 0.92 1.47 0.96 1.72 0.98 1.97 1.00

1.23 0.93 1.48 0.96 1.73 0.98 1.98 1.00

1.24 0.93 1.49 0.96 1.74 0.98 1.99 1.00

1.25 0.93 1.50 0.96 1.75 0.98 2.00 1.00

BIL

252 BULDING MATERAILS LAB

Question

Q1: In what we submerge the core specimens before testing and for how

long?

Q2: If the specimen has a length to diameter exceeds 2.16 what shall we do?

Q3: If the specimen after test has a length 320mm and diameter of 200mm,

length after capping is 370mm, what is the correction factor for strength ?

Q4: A core has been extracted by coring if the core dim101.6mm, and the

height before capping is 114.2 mm, after capping the height was 116.5mm,

the crushing load was 310.6 KN. What is the stress of this core? Does it need

a correction factor ? Estimate the stress as a cube.

Non Destructive Test of Hardened Concrete

Rebound Number of Hardened Concrete

BIL

252 BULDING MATERAILS LAB

Experiment #8

Non Destructive Test of Hardened Concrete

Rebound Number of Hardened Concrete

Introduction:

This test is also known as the Schmidt hammer or

sclerometer test, it is a non-destructive

method of testing concrete. The test is based on the

principle that the rebound of an elastic mass depends on

the hardness of the surface against which the mass

impinges.

The figure shows the rebound hammer in which the

spring- loaded mass has a fixed amount of energy

imparted to it by extending the spring to a fixed position

, this is achieved by pressing the plunger against a

smooth surface of concrete which has to be firmly supported. Upon release, the mass

rebounds from the plunger ( still contact with the concrete surface), and the distance

traveled by the mass, expressed as a percentage of the initial extension of the spring , is

called the spring, is called the rebound number, it is medicated by a rider moving along a

graduated scale. The rebound number, it is arbitrary measure since it depends on the

energy stored in the given spring and on the size of the mass.

The test is sensitive to presence of aggregate and of voids immediately underneath the

plunger so that it is necessary to take 10 to 12 reading over the area to tested.

In consequence, the Schmidt hammer test is useful as a measure of uniformity and

relative quality of concrete in a structure or in the manufacture of a number of similar

pre-cast members but not as an acceptance test. ASTM C 805-97 describes the test.

Objective:

Then objective of this test is to measure the rebound number of hardened concrete using

a spring driven steel hammer.

https://www.google.com/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&cad=rja&uact=8&ved=2ahUKEwibs7-cyYvgAhUSEBQKHVfAA4oQjRx6BAgBEAU&url=https://www.indiamart.com/proddetail/rebound-hammer-test-service-8397548433.html&psig=AOvVaw2adMh96PdYc__GAKNxL_f7&ust=1548596348393949

BIL

252 BULDING MATERAILS LAB

Apparatus:

▪ Rebound Hammer

▪ Abrasive Stone

▪ Test Anvil (Calibration)

Procedure:

1. Verify the reading of the Schmidt hammer with the use of the calibration anvil.

2. Select a test area to be at least 150 mm ( 6 in) in diameter. Concrete members to

be tested shall be at least 100mm (4 in) thick and fixed within a structure. Smaller

specimens must be rigidly supported.

3. Prepare the surface by grinding it with the abrasive stone prior to prepared.

4. Hold the instrument firmly so that the plunger is perpendicular to the test

surface.

5. Gradually push the instrument toward the test surface until the hammer impacts.

6. Estimate the rebound number on the scale to the nearest whole number and

record the rebound number.

7. Take ten reading from each test area. No two impact tests shall be closed

together than 25 mm (1 in).

8. Examine the impression made on the surface after impact, and if the impact

crushes or breaks through a near-surface air void disregard the reading and take

another reading.

Calculation:

Discard reading differing from the average of 10 reading by more than 6 units and

determine the average of the remaining reading. If more than 2 reading differ from the

average by 6 units, discard the entire set of readings and determine rebound numbers at

10 new locations within the test area.

Estimate the compressive strength of concrete with the help of correlation table

provided to you or use the following curves.

BIL

252 BULDING MATERAILS LAB

Rebound number = Ave [ 41+43+39+40+42+42+43+39+40+41]

= 41+43+39+40+42+42+43+39+40+41

10 = 41

41 + 6 = 47

No number greater than 47

Utilizing the strength correlation curves:

For rebound number = 41 the cube compressive strength σ cube = 42 MPa

Reference:

ASTM C805- Test method for rebound of hardened concrete.

Example :

The following Schmidt hammer reading where obtained from a concrete column:

41, 43, 39, 40, 42, 42,43, 39, 40, 41.

http://www.google.com/url?sa=i&rct=j&q=&esrc=s&source=images&cd=&ved=2ahUKEwjsm9PE1IvgAhXQ1uAKHa3EAdcQjRx6BAgBEAU&url=http://www.engineersdaily.com/2011/04/rebound-hammer-test.html&psig=AOvVaw2QxfeBOPWClPLlJVtZj7yS&ust=1548599271116132

BIL

252 BULDING MATERAILS LAB

C o

lu m

n &

b e

a m

F o

o tin

g &

T o

p o

sla b

B o

tto m

o f sla

BIL

252 BULDING MATERAILS LAB

Question

Q1: Find the rebound # and the compressive strength for the following

reading of Schmidt hammer were.

A. Taken on a concrete ( Column or Beam )

(( 30, 32, 30, 37, 31, 29, 27, 28, 30, 30))

B. Taken on a concrete (bottom of slab)

(( 30, 40, 27, 30, 27, 50, 37, 30, 30, 25))

C. Taken on a concrete ( top- surface of slab

(( 30, 30, 27, 28, 30, 37, 32, 31, 33, 31))_

Q2: Calculate the standard cylinder compressive strength of footing. The

following readings of Schmidt were taken as follows;

30, 28, 26, 27, 27, 34, 55, 32, 31, 22, 14, 28, 26

Non Destructive Test Of Hardened Concrete

Ultrasonic Pulse Velocity

BIL

252 BULDING MATERAILS LAB

Experiment #9

Non Destructive Test of Hardened Concrete

Ultrasonic Pulse Velocity

Introduction:

The principle of the test is that the velocity of sound in a solid material V, is a

function of the square root of the ratio of its modulus of elasticity, E to its density. This

relation can be used for the determination of .

1. To predict the compression strength of concrete structure.

2. The homogeneity of the concrete.

3. The presence of cracks, voids and other imperfections.

4. The depth of cracks.(using Equ.)

5. Changes in the structure of the concrete, which occurs with time.

6. The quality of the concrete in relation to standard requirements.

7. The quality of concrete in relation to another.

8. The values of elastic modulus.

The pulse velocity is independent of the dimensions of the body provided reflected waves

from boundaries do not complicate the determination of the arrival time of the directly

transmitted pulse.

Basic principle of the method;

A pulse of longitudinal vibrations is produced by an electro- acoustical transducer, which

is held in contact with one surface of the concrete under test. After traversing a known

path(L) in the concrete, the pulse of vibrations is converted into an electrical signal by a

second transducer and electronic timing circuit enables the transit time (T) of the pules to

be measured. The pulse velocity (V) is given by.

V = L/t

It is possible to make measurements of pulse velocity by, placing the two transducers on

either.

A- Opposite faces ( Direct transmission)

B- Adjacent faces ( Semi direct transmissions)

BIL

252 BULDING MATERAILS LAB

C- The same face ( Indirect or surface transmission)

The direct transmission arrangement is generally be preferred since it gives maximum

sensitivity. The indirect transmission arrangement is the least sensitive and gives pulse

velocity measurements influenced by the concrete layer near the surface.

Objective:

The objective of this test is basically to measure the velocity of an ultrasonic pulse

through the concrete.

Definition:

Pulse velocity is defined as the path length crossed by through concrete per unit time.

Apparatus:

▪ Ultrasonic concrete tester.

Procedure:

1. Measure the transit time through the reference bar to verify that the apparatus

dose not require adjustment on an hourly basis during continuous operation of

the instrument. If the displayed time is not correct, do not use the instrument

and ask your lab-technician to adjust it.

2. Apply an appropriate coupling agent ( such as water, Oil, petroleum jelly, grease,

or other viscous materials) to the transducer faces or the test surface, or both, to

avoid entrapped air between the contact surface of the faces of transducers and

surface of the concrete.

3. Press the faces of the transducers firmly against the surfaces of the concrete until

a stable transit time is displayed, and measure the transit time.

4. Measure the length of the shortest direct path from the centers of the faces.

BIL

252 BULDING MATERAILS LAB

Calculation:

Calculate the pulse velocity as follows:

𝑉 = 𝐿

𝑇

Where:

V = pulse velocity, m/s

L= distance between transducers, m

T = transit time, s

The location of the transducers is stated and pulse velocity is reported to the nearest 10

m/s

Question

Q1: What are the applications of Ultrasonic pulse velocity method in

concrete?

Q2: Why is direct-transmission is more accurate than other types of

transmissions?

Q3: Name all kinds of transmissions and where can we use it?

Reference:

ASTM C805- Test method for pulse velocity through concrete.

Concrete Technology by : A.M. Neville & J.J. Brooks( Revised 1991)

BIL

252 BULDING MATERAILS LAB

Experiment #9 –Data Sheet

Direct Sime direct Indirect

Non Destructive Test of Hardened Concrete

Tensile Strength of Reinforced Steel Bars

BIL

252 BULDING MATERAILS LAB

Experiment #10

Non Destructive Test of Hardened Concrete

Tensile Strength of Reinforced Concrete Steel Bars

Introduction:

Concrete is strong in resisting compressive forces but

very weak in tension. Therefore, by

embedding steel in the concrete members, tensile

forces can be resisted. Thus, in a concrete beam,

reinforcing bars are placed near the bottom of the

beam because once beams are put in flexure, it is the

base that goes into tension.

The point where the compressive stress meets the

tensile stress ( a point of zero stress) is referred to as

the neutral axis. This is illustrated in the following

diagram.

Objective:

This test covers procedures for measurement of tensile yield strength and elongation of

deformed steel bar for concrete reinforcement.

BIL

252 BULDING MATERAILS LAB

Background:

Common steel bars diameter in Kuwait.

8, 10, 12, 14, 16, 18, 20, 22, 25, 28 , 32

ASTM A615 Acceptance Criteria:

ASTM A615/A615M Tensile Requirements

Grade 60 (420)

Yield strength, min, psi[ MPA] 60000[420[]

Tensile strength, min, psi [MPa] 90000[620]

Elongation in 200mm Min%

Bar designation No. 8-20

22-36

9 8

Apparatus:

▪ Tensile machine .

▪ Steel Market

Procedure:

1. Measure the bar length in mm and weigh it in gm

2. Mark the steel bar with 1 cm intervals by the steel marker.

3. Fit the bar to the tensile machine.

4. Apply the tensile load to the bar and plot extension curve.

Calculation:

1. Get the yield (Py) and ultimate load ( Pu) in KN from the plot.

2. Calculate the yield & tensile strength in MPa

Yield Strength = 𝑃𝑌

𝐴 (MPa)

BIL

252 BULDING MATERAILS LAB

Tensile Strength = 𝑃𝑢

𝐴 (MPa)

Where A = Cross section area = πr2

3. Calculate the elongation%:

Elongation(%) = 𝐶ℎ𝑎𝑛𝑔𝑒 𝑖𝑛 𝑙𝑒𝑛𝑔𝑡ℎ 𝑖𝑛 200 𝑚𝑚 𝑔𝑎𝑢𝑔𝑒 𝑙𝑒𝑛𝑔𝑡ℎ

200 *100

Where gauge length = 200mm

BIL

252 BULDING MATERAILS LAB

Deformed Steel Bars for Concrete Reinforcement

According to A615/A615M-03a-Grade 60

(Applied limits for the Nominal Bar Sizes used in Kuwait)

Nominal

Bar

Diameter

(mm)

Min

weight

(kg/m)

Min

Yield

Stress

(MPa)

Min

Tensile

Strength

(MPa)

Min

Percentage

Elongation

(%)

180

Degree

Bending

Max

Deformation

Average

spacing

(mm)

Mix

Deformation

Average

Height (mm)

Max

Deformation

Gap (mm)

8 0.371

420 620

S a

tisfa cto

5.60 0.32 3.06

10 0.580 7.00 0.40 3.83

12 0.835 8.40 0.48 4.59

14 1.136 9.80 0.63 5.36

16 1.484 11.20 0.72 6.12

18 1.878 12.60 0.90 6.86

20 2.318 14.00 1.00 7.65

22 2.805

15.40 1.10 8.42

25 3.622 17.50 1.25 9.57

28 4.544 19.60 1.40 10.72

32 5.935 22.40 1.60 12.25

BIL

252 BULDING MATERAILS LAB

Calculations :

1. Get the yield (Py) and (Pu) from plot

2. Get the weight (Kg/m) 1181.9/602.1 = 1.963 ( to estimate diameter)

3. Calculate the yield & strength in MPa

D= Nominal Bar Diameter = 18 mm

A = Cross section area = πr2 = 𝜋∗𝐷2

4 =

𝜋∗182

4 = 254.469mm2

σy = Yield Strength = 𝑃𝑌

𝐴 (MPa) =

120∗1000

254.469 = 471.6 (MPa)

Check #1 : σy ≥ 420𝑀𝑃𝑎

σu = Tensile Strength = 𝑃𝑢

𝐴 (MPa) = =

170∗1000

254.469 = 668.1(MPa)

Check #2 : σu ≥ 620𝑀𝑃𝑎

4. Calculate the elongation%:

Example :

The tensile plot for a steel bar:

Yield (Py )= 120 kN Length = 602.1 mm

Ultimate load (PU)= 170 KN Weight = 1181.9 gm L1 = 250 mm

180

160

120

BIL

252 BULDING MATERAILS LAB

Elongation(%) = 𝐶ℎ𝑎𝑛𝑔𝑒 𝑖𝑛 𝑙𝑒𝑛𝑔𝑡ℎ 𝑖𝑛 200 𝑚𝑚 𝑔𝑎𝑢𝑔𝑒 𝑙𝑒𝑛𝑔𝑡ℎ

200 *100

Elongation(%) = 𝐿1−𝐿0

𝐿0 *100 =

250−200

200 *100 = 25%

Check #3 : Elongation ≥ 9%

Experiment #10 –Data Sheet

Diameter of bar (mm)

Weight of bar (gm)

Length of bar (mm)

Yield load (KN)

Tensile load (KN)

Length after tensile ( L1) (mm)

BIL

252 BULDING MATERAILS LAB

Question

Q1: What is the function of steel bares in concrete ?

Q2: What do we mean by yielding stress ?

Q3: What do we mean by tensile stress of steel bars ?

Reference:

ASTM A615- Standard specification for deformed and plain billet steel bars for concrete

reinforcement.

Test on Bitumen

BIL

252 BULDING MATERAILS LAB

Experiment #11

Test on Bitumen

Introduction:

Bitumen is a complex material with a complex response to stress. All bitumen show a

more or less pronounced viscoelastic behavior. their resistance to deformation being

dependent on both the temperature and time during which a force is applied. Only

under extreme conditions can a bitumen behave either as a typical elastic solid (low

temperature very short loading time) or as a viscous liquid (high temperature, long

loading time). Under normal temperature conditions, both viscous and elastic behavior

play their part.

Classify Pavement into two types based on construction materials?

I. Rigid pavement (plain, reinforced or pre-stressed concrete pavement.

II. Flexible pavements (Examples; pavement include asphalt or bitumen)

Define bitumen:

It is a petroleum product obtained by fractional distillation of crude petroleum.

How Bitumen is brought to fluidity or workability ?

By using one of the following methods:

1. By heating into the form of hot bitumen binder.

2. By dissolving in light oils in the form of cutback.

3. By dispersing bitumen in water in the form of bituminous emulsions.

What are the primary grades of bitumen?

1. Paving grades, used for airfield and road pavements

2. Industrial grades used for water proofing industrial floors products, including

production of roofing felt and for sealing flat roofs .etc.

BIL

252 BULDING MATERAILS LAB

A. Softening Point

Objective

his method, under European standard EN 1427, serves to test the

behavior of bitumen at elevated service temperatures. The

temperature is determined at which a layer of bitumen, in a brass

ring, experiences a certain deformation under the weight of a

steel ball as the temperature rises. This test method has been

used for more than one hundred years.

Definition

The temperature at which a disk of the bituminous sample held in a horizontal ring is

forced downward a distance 25.4 mm under the mass of steel ball as the sample is

heated at a uniform rate of 5° C per minute in water bath.

Apparatus

▪ Ring and ball apparatus

Procedure:

1. Heat the sample to a temperature that does not exceed the expected softening

point by more than 110°C and time must not exceed 2 hours. 2.

2. . Pour a heated sample into the preheated ring which is resting on the pouring

plate

3. . Cool the specimen for minimum of 30 min., then cut the excess material off by

a hot knife of spatula.

4. Assemble the apparatus with the ring and thermometer and fill the container

with distilled water to a depth (102-108) mm.

5. Maintain the container temperature at (5 ±1) PᵒPC for 15 min. place the test

container in ice water if necessary.

BIL

252 BULDING MATERAILS LAB

6. Using forceps place the balls previously adjusted to 5 PᵒPC

then apply heat so that the temperature of the liquid is raised 5PᵒPC/ min. The

maximum variation for any 1 min after the first 3 min. shall be 0.5 PᵒPC.

7. Record the temperature shown by the thermometer at the instant the ball

touches the bottom.

Calculation & results:

Temperature (1) = C

Temperature (2) = C

B. Flash and fire Points

Objective

At higher temperatures bituminous materials leave out

volatiles. These volatile vapors contain hydro carbons. So, they

can catch the fire easily and will cause flash at one point and if it

is further prone to heat the material may ignite and burn. This

test to determine the flash and fire point of bitumen to avoid

problems.

Definition

Flash point: The lowest temperature at which application of an ignition source causes

the sample to ignite under specified conditions of test.

Fire point: The lowest temperature at which application of an ignition source causes the

test specimen to ignite and sustain burning for a minimum of 5 s under specified

conditions of test.

BIL

252 BULDING MATERAILS LAB

Apparatus

▪ Cleveland Open Cup Apparatus.

Procedure:

1. Heat the bitumen to above its softening point generally 75oC to 100oC and stir this softened bitumen thoroughly to remove air bubble

2. The bitumen getting heated and preferred rate of heating should be 5oC to 6oC per minute

3. Observe the thermometer carefully and when the temperature is 17oC below the

actual flash point (175OC) lit up the test flame.

4. The test flame size should be of 4mm diameter and carry it close to the heating

sample.

5. Apply the test flame for every 1OC rise from this point and remember during

application of test flame the stirring should be stopped.

6. When the sample catches the flame and forms Flash, note town the temperature

at that point which is Flash point of the bitumen.

7. Heat the sample further with the same previous rate and apply the test flame for

every 2OC rise when the material catches the fire and burns at least for 5

seconds, note the temperature at this point which is the fire point of the

bitumen.

Calculation & results:

Flash point Temperature= C

Fire point Temperature = C

BIL

252 BULDING MATERAILS LAB

C. Penetration

Objective

Penetration value is the vertical distance traversed or penetrated

by the point of a standard needle into the bituminous material

under specific conditions of load, time and temperature

Definition

Penetration is the consistency of bituminous material expressed as the distance in tenths

of millimeter that a standard needle vertically penetrates a sample of material under

known conditions of loading and temperature.

Test conditions: load 100 gm

: Temp 25 °C

: Time 5 s

Apparatus

▪ Penetration Apparatus

( 1/10 mm: should be known and not mentioned)

Procedure:

1. Heat the sample until it becomes fluid. 2. Pour it in a container to a depth such that when cooled, the

depth of sample is at least 10mm greater than the expected penetration.

3. Allow it to cool in an atmospheric temperature. 4. Clean the needle and place a weight above the needle. 5. Mount the needle on bitumen, such that it should just touch the surface of

bitumen. 6. Then start the stop watch and allow the penetration needle to penetrate freely at

same time for 5 seconds. After 5 seconds stop the penetration. 7. Result will be the grade of bitumen. 8. Take at least three reading.

BIL

252 BULDING MATERAILS LAB

Calculation & results:

Penetration = mm , ( ) /10

Grading of bitumen helps to assess its suitability in different climatic conditions and

types of construction ( example : penetration reading 47 mm, it is 40 grade)

D. Saybolt Viscosity

Objective

Saybolt viscosity test is used to determine viscosity of liquid

bitumen’s. In this test, time in seconds is noted for 60 ml of the

liquid bitumen at specified temperature to flow through an orifice

of a specific size. The higher the viscosity of the bitumen more

time will be required for a quantity to flow out.

Definition

The efflux time in seconds of 60 ml sample flowing throught a universal calibrated orifice

under specified conditions.

Apparatus

▪ Saybolt Viscometer

Procedure:

1. Stir the sample in the viscometer with the thermometer.

2. Remove thermometer when the temperature remains constant within 0.03PᵒPC

of the test temperature during one minute of continuous stirring.

3. Place the tip of the withdrawal tube in the gallery at a point and apply suction to

remove oil until its level in the gallery is below the over flow rim.

BIL

252 BULDING MATERAILS LAB

4. Place the receiving flask in its proper position.

5. Snap the cork and start the timer.

6. Stop the timer the instant the bottom of the oil meniscus reaches graduation

mark.

7. Record the efflux timer in seconds to the nearest 0.1 sec. This will be the

viscosity.

Calculation & results:

Time = s ( at a temp. 51 C° )

BIL

252 BULDING MATERAILS LAB

Experiment #11–Data Sheet

A. Softening Poinest:

Temperature (1)

( )

Temperature (1)

B. Flash and fire Points

Temperature (flash point)

( )

Temperature (fire point) ( )

C. Penetration

Penetration

D. Saybolt Viscosity

Time