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Department Of Civil And Structural Engineering Faculty Of Engineering And Built Environment Universiti Kebangsaan Malaysia

Laboratory Report Semester 3, Session 2018/2019 KKKH2143 Construction Materials And Technology Topic

: Concrete Mix Design

Lecturer

: Dr. Shahrizan Bin Baharom Prof. Madya Dr. Roszilah Binti Hamid

Submission Date : 29/11/2018

NAME Muhammad Amir Bin Mohd Partonoor Anis Zulaikha Binti Md Faudzi Tan Weoi Long Nurul Aisyah Binti Mohd Shaari Law Ming Fei Alyaa Najihah Binti Ishak

MATRIX NO A165367 A165775 A165410 A165418 A165800 A163505

ACKNOWLEDGEMENT Firstly, we would like to express our gratitude to our lecturers, Dr. Shahrizan Bin Baharom and Prof. Madya Dr. Roszilah Binti Hamid for their patience, guidance throughout this project. Not only that, we are grateful for all the information that they provided to us. We would like to express thankfulness to them for the thorough explanation when we were given this task. This contributed a lot in our report writing.

Secondly, we would like to express our gratitude to all the laboratory technicians that guided us all along the project. With their guidance, we are able to follow the planning as planned. Not only that, they also guide us to use the apparatus and equipment that are needed during the conduction of the experiments correctly.

Thirdly, we would like to acknowledge the group members’ contribution in this project. Our group consists of Anis Zulaikha Binti Md Faudzi, Nurul Aisyah Binti Mohd Shaari, Law Ming Fei, Tan Weoi Long, Muhammad Amir Bin Mohd Partonoor and Alyaa Najihah Binti Ishak. Each member plays important role in this project. Without the cooperation given by each member, this project would be a failure. In this project, Fikri was appointed to be leader. He divided the project equally to each member and also assign the meeting date so that we could held the project’s discussion.

Lastly, we also would like to express our gratitude to those that supported and guided us throughout the project directly and indirectly.

Department Of Civil And Structural Engineering Faculty Of Engineering And Built Environment Universiti Kebangsaan Malaysia

Laboratory Report Semester 3, Session 2018/2019 KKKH2143 Construction Materials And Technology Topic

: Slot 1 Fine Aggregate

Date

: 27/09/2018

Lecturer

: Dr. Shahrizan Bin Baharom Prof. Madya Dr. Roszilah Binti Hamid

Submission Date : 29/11/2018

NAME Muhammad Amir Bin Mohd Partonoor Anis Zulaikha Binti Md Faudzi Tan Weoi Long Nurul Aisyah Binti Mohd Shaari Law Ming Fei Alyaa Najihah Binti Ishak

MATRIX NO A165367 A165775 A165410 A165418 A165800 A163505

Experiment 1.1 : Sieve Analysis INTRODUCTION Sieve analysis is an analytical technique used to determine the particle size distribution of a granular material with macroscopic granular sizes. The technique involves the layering of sieves with different grades of sieve opening sizes. The finest sized sieve lies on the bottom of the stack with each layered sieve stacked above in order of increasing sieve size. When a granular material is added to the top and sifted, the particles of the material are separated into the final layer the particle could not pass. Commercial sieve analysers weigh each individual sieve in the stack to determine the weight distribution of the particles. The base of the instrument is a shaker, which facilitates the filtering. Sieve analysis is important for analysing materials because particle size distribution can affect a wide range of properties such as the strength of concrete, the solubility of a mixture, surface area properties and even their taste.

OBJECTIVE The objective of the test is to determine the grain-size distribution of soil by sieve analysis.

THEORY The particle size distribution of the coarse and fine aggregates is determined by sieve analysis. It is customary for aggregates for concrete to be continuously graded from their maximum size down to the size of cement grain, since this ensures that all voids between larger particles are filled without an excess of fine material. In this research, the aggregate size required is 20 mm. In the grading process, the coarse aggregate was sieved using a sieve size 20 mm, 14 mm, 10 mm, 5 mm and 2.36 mm (BS 882:1983). In practice, each fraction contains particles between definite limits, these being the openings of standard test sieves. Before sieving, the soil should be air dried in order to avoid lumps of fine particles and also to prevent clogging of the finer sieves. Sieves should also be cleaned before use. The actual sieving operation can be done by hand or as in modern laboratories by a sieve shaker. Grading curves with the ordinates representing cumulative percentage passing and the abscissa the sieve opening to logarithmic scale can be drawn to study the results of sieve analysis of soil. By using these curves, it is possible to see whether the grading of a given sample conforms to that specified or is too course or too fine, or deficient in a particular size.

APPARATUS AND MATERIAL 1. Example devisor, BS sieve no. 3/16”, 7, 14, 25, 52, 100 and 200 (Opening size 4.75 mm, 2.36 mm, 1.18 mm, 600 m, 300 m, 150 m, 75 m) 2. Pan for BS sieve 3. Sieve vibrator 4. Weighing scale 5. Wire brush 6. Soil from river/mine which had been dried off in the air

PROCEDURE 1. Around 2kg of soil is taken and poured into the sieve with twice repetition to get around 500gm by using the scale. 2. The amount of soil needed to sieve is then weight to 0.1gm for example. 3. The stack of sieve is prepared and cleaned with wire brush. The weight of each empty sieve is measured. The stack of sieves is arranged in order - Sieves having larger opening sizes (sieve no. 3/16’’/4.75mm) are placed above the ones having smaller opening sizes. The very last sieve will be sieve no.200/75 μm

and a pan is placed under it to collect

the portion of soil passing no.200 sieve. 4. The soil is put into the 3/16’’ sieve and then covered it. It is sieved for 5 minutes with sieve vibrator. 5. The weight of sieves which contains sand inside is measured separately and the values are recorded. 6. If the total weight of soil after analysis is 1% different from the total weight of soil before analysis, the experiment will have to repeat. 7. The percentage is calculated for each sieve and a grading curve is plotted and then compared with the grading limit of British Standard.

RESULT

Opening

Weight of

Sieve

Weight of

Percentage

Sieve

size

empty

weight +

material

of material

Size

(mm or

sieve

material

retained

retained

Cumulative percentage of material retained

Cumula percent of pass (%)

µm)

(gm)

(gm)

(gm)

(%)

3/16”

4.75 mm

477.6

497.4

19.8

3.20

3.2

96.8

7

2.36mm

532.0

706.0

174.0

28.1

31.3

68.7

14

1.18mm

388.8

555.2

166.4

26.9

58.2

41.8

25

600µm

355.2

452.8

97.6

15.8

74.0

26.0

52

300µm

326.0

397.4

71.4

11.5

85.5

14.5

100

150µm

301.6

352.0

50.4

8.2

93.7

6.3

200

75µm

291.4

313.6

22.2

3.6

97.3

2.7

pan

265.0

281.4

16.4

2.7

100

0

TOTAL

2937.6

3555.8

618.2

100

Table 1: Sieve analysis result.

(%)

CALCULATIONS Example : For sieve size 25 Weight of material retained

= (sieve weight + material) - weight empty sieve = 452.8 – 355.2 = 97.6 gm

Percentage of material retained

=

Weight of materialretained × 100 Total weight of materialretained

=

97.6 gm ×100 618.2 gm

= 15.8 %

Cumulative percentage of material

= cumulative percentage before + percentage of retained material retained = 58.2% +15.8% = 74%

Cumulative percentage of passing

= 100%- percentage of material retained = 100% - 74% = 26%

The grain size distribution curve use percentage of finer against size particular is sketched as below.

Graph 1 : Percent passing

Percent

Sieve size (mm)

Graph 2 : Semi-log gradiation chart for sieve analysis

DISCUSSION Sieve analysis is one type of mechanical analysis which determines the size arrange of particles present in a soil, expressed as a percentage of the total dry weight or mass. Sieve analysis consists of shaking the soil sample through a set of sieves that have progressively smaller openings. The results of sieve analysis are generally expressed as the percentage of total weight of soil that passed through different sieve. From the results, the total mass sample after sieving is smaller than the total mass before sieving where 0.02g of soil is missing. This is probably because the small particles of soil is missing during the sieves are being vibrated. Therefore, the total mass is corrected by adding the mass retained with the corrected mass of soil. There are a few experimental errors : 1) Limitations on obtaining a statistically representative sample. 2) Not providing the suitable orientation for soil grains during shaking in order to pass through the sieves. 3) Presence of soil lumps. 4) Errors in reading the weighing scale and zeroing it. Therefore, there are a few precaution steps : 1) Loose clots may be broken with hands or rubber tipped pestle. 2) The whole set of sieves should be shaken in each direction (at least 10 minutes). 3) Weigh the retained soil on each sieve carefully. 4) Soil should be oven dried at 100

±5 ℃ for 24 hours before sieve analysis.

CONCLUSION The objective to determine the grain-size distribution of soil by sieve analysis was achieved. The soil tested is sandier as 14.5% of soil is retained in the 300μm sieve. We learn that fine aggregates are a principal material in pavement. Additionally, they are often used in either stabilized or unstabilized base or sub base courses. They comprise the majority of pavement volume but only account for a minority of total pavement material costs. Therefore, a knowledge of aggregate properties is crucial to designing a high quality pavement. Aggregates can be either natural or man-made and are most often characterized by their physical properties.

Experiment 1.2 : Specific Gravity and Percentage Absorption of Fine Aggregate Introduction What is aggregate? What is its uses? For example, in Portland, it is used as ingredients cement and asphalt concretes. Normally, aggregate is used primarily act as an underlying material for foundation and pavements. It can also act as a filter to reduce the amount of cement paste needed in the mix and also have greater volume stability than the cement past. When the amount of aggregate is maximised to a certain extent, the quality of mix will increase. The angularity and texture of fine aggregates have a strong influence on the stability of asphalt concrete mixes. We classify aggregate by size as coarse aggregates, fine aggregates, and mineral fillers (fines). What is specific gravity? Specific gravity is a measure of a material’s density (mass per unit volume) as compared to the density of water at 73.4°F (23°C). Therefore, by definition, water at a temperature of 73.4°F (23°C) has a specific gravity of 1. Aggregates specific gravity is used in a number of applications including Superpave mix design, deleterious particle identification and separation, and material property change identification. What is absorption? Absorption, which is also determined by the same test procedure, is a measure of the amount of water that an aggregate can absorb into its pore structure. Aggregates absorption is the increase in mass due to water in the pores of the material. ASTM C128 defines the procedure for determining the specific gravity and absorption of fine aggregates.

Objective 1) To measure the strength or the quality of the material 2) To determine the water absorption of aggregates. 3) To determine the specific gravity in different condition.

Apparatus 1) Glass jar with airtight lid 2) Steel rod 3) Standard cone mould 4) Metal tamper 5) Trays 6) Hair dryers 7) Analytical balance 8) Well ventilated oven

Procedure 1) 1kg of aggregate is taken and immersed into a glass jar at room temperature for 24 hours. 2) The glass jar is filled with water in excess and the cover is placed with care to ensure there are no air trapped. The jar is wiped, weighed and recorded as C. 3) The aggregate had been removed and dried. The jar is filled with water in excess, covered by the lid gently to ensure there is no air trapped. Then, the jar is wiped and weighed, B. 4) The water is removed from the jar and the aggregates are filled in the tray for drying until reached saturated-surface-dry(SSD). The aggregate is weighed as A. 5) SSD is known through the slump test. The aggregates are filled into cone mold until it full and it is tamped for 25 times. The cone mold is taken away. If the slump is seen, therefore, the SSD is reached. 6) The aggregate is placed inside the oven at 105 0C for 24 hours.

7) Finally, let it cooled in a container with airtight cover and weighed it as D.

Result A is the mass of saturated surface-dry sample in air

= 505 g

B is the mass of pyknometer containing sample and filled with water

= 2107.25 g

C is the mass of pyknometer filled with water only

= 1793.43g

D is the mass of oven-dried sample in air

= 500 g

Calculation Calculate the bulk specific gravity using the formula:

Bulk specific gravity (dried oven) = D ÷ (A − (B − C)) = 500 ÷ (505 − (2107.25 − 1793.43) = 2.6153 g/m3

Bulk SSD specific gravity = A ÷ (A − (B − C)) = 505 ÷ (505 − (2107.25 − 1793.43)) = 2.6415 g/m3

Apparent specific gravity = D ÷ (D − (B − C)) = 500 ÷ (500 − (2107.25 − 1793.43)) = 2.6856 g/m3

Percentage of absorption = (A – D) ÷ D) × 100% = ((505 − 500) ÷ 505) × 100% = 0.9901%

Average data = (2.6153 + 2.6415 + 2.6856) ÷ 3 = 2.6475 g/m3

Discussion In SSD and oven-dry, the mass of a fine aggregate sample is determined. Those values obtained are used to calculate bulk specific gravity, bulk SSD specific gravity, apparent specific gravity and absorption. The saturated, surface-dry condition of aggregate is defined as the condition where the aggregate particles have no water on their surface which will be added to the free water content and at the same time, will not absorb any free water or moisture in the time between the mixing and the setting of the concrete. Therefore, the condition of the aggregate can ensure aggregate will not affect the free water content. Saturated Surface Dry describes the condition of the aggregate in which the pores in each particle of the aggregate particle are filled with water and no excess water is on the particle surface. This allows the absorption and the specific gravity of the aggregate to be measured. Moisture content of aggregate is described by four categories:

The prior concern of us is the mass of the SSD sample. We are not disregarding other measurements in different conditions. The determination of SSD conditions can be difficult to accurately measure. The mass of the SSD sample will be higher than it ought to be if the sample is actually still wet on the surface , which will cause a lower calculated bulk specific gravity. Conversely, the mass of the SSD sample will be lower than it ought to be if the sample is beyond SSD and some of the pore water has evaporated (which is more likely), which will cause a higher calculated bulk specific gravity. Volumetric parameters in other tests that require specific gravity as an input and mix design will be seriously affected by these two errors.

Conclusion Specific gravity of oven-dried aggregate

= 2.6153 g/m3

Saturated surface dry specific gravity of aggregate = 2.6856 g/m3 Apparent specific gravity of aggregate

= 2.6354 g/m3

Average specific gravity of fine aggregate

= 2.6415 g/m3

Percentage absorption

= 0.9901 %

APPENDIX

Figure 1 Fine Aggregate

Figure 2 Mechanical Shaker

REFERENCES 1. https://www.innopharmalabs.com/tech/applications-and-processes/sieve-analysis 2. https://www.corrosionpedia.com/definition/4472/sieve-analysis

Department Of Civil And Structural Engineering Faculty Of Engineering And Built Environment Universiti Kebangsaan Malaysia

Laboratory Report Semester 3, Session 2018/2019 KKKH2143 Construction Materials And Technology Topic

: Slot 2 Coarse Aggregate

Date

: 04/10/2018

Lecturer

: Dr. Shahrizan Bin Baharom Prof. Madya Dr. Roszilah Binti Hamid

Submission Date : 29/11/2018

NAME Muhammad Amir Bin Mohd Partonoor Anis Zulaikha Binti Md Faudzi Tan Weoi Long Nurul Aisyah Binti Mohd Shaari Law Ming Fei Alyaa Najihah Binti Ishak

MATRIX NO A165367 A165775 A165410 A165418 A165800 A163505

Experiment 2.1 : Specific Gravity And Percentage Absorption Of Coarse Aggregate Test Introduction The specific gravity of a solid substance is the ratio of the weight of the solid to the weight of an equal volume of water. In dealing with soils, the specific gravity is necessary for certain tests, such as hydrometer analysis. It is also necessary for computations involving volume and weight relationships. The specific gravity of a soil mass can be expressed in one of three different forms as follows: SPECIFIC GRAVITY OF SOLIDS (G,) is the ratio of the weight in air of a given volume of soil particles to the weight of an equal volume of distilled water, both at a stated temperature. The specific gravity of solids is only applied to that fraction of a soil that passes a No. 4 sieve. APPARENT SPECIFIC GRAVITY (Ga) is the ratio of the weight in air of a given volume of the impermeable portion of soil particles to the weight in air of an equal volume of distilled water, both at a stated temperature. The impermeable portion of a porous material, such as most large soil grains, includes the solid material plus impermeable pores or voids within the particles. BULK SPECIFIC GRAVITY (G~) is the ratio of the weight in air of a given volume of permeable material (including permeable and impermeable voids) to the weight of an equal volume of distilled water at a stated temperature. For specific gravity tests, the soil samples may be either disturbed or undisturbed. Care must be taken, however, to ensure that representative samples are obtained. When the sample contains both large and small particles, the sample should be separated on a No. 4 sieve. Then the specific gravity of the fine fraction is determined separately from the coarse fraction. A composite specific gravity for the e...