pCHAPTER IV

RESULT AND DISCUSSION

4.1 General

In this chapter, the experimental results of the investigation have been reported and discussed.

Result and discussion comprised of testing the samples to determine

Workability.

Compressive Strength.

Void Ratio/ Porosity.

Co-efficient of permeability.

Fifteen concrete mix samples having different proportion of coarse aggregates with constant water and

cement quantity in each mix were study. The mixes were designated as M1, M2, M3, M4, M5, M6, M7, M8,

M9, M10, M11, M12, M13, M14 and M15.

4.2 Properties of Materials

The aim of studying various properties of material is to check the performance with codal

making concrete specimens were cement, coarse aggregates and water. The following materials

were used in the present study.

4.2.1 Aggregate

4.2.1.1 Fine Aggregates and Sand

No fine aggregates and sand have been used. None of their test has been performed.

4.2.1.2 Coarse Aggregates

The coarse aggregate used were a mixture of three locally available crushed stone of 10 mm, 20

mm and 40 mm maximum size in different proportions in each mix. The aggregates were washed to

remove dirt, dust and then dried to surface dry condition.

Properties of coarse aggregates are given in Table 4.1. The sieve analysis of coarse aggregate was

not done because aggregates of maximum size were taken rather than of nominal size. Different

proportions of three different sized coarse aggregates used to prepare mixes are shown in Table 4.2.

1

Table 4.1: Properties of Coarse Aggregates

Properties Coarse Aggregates

10 mm 20 mm 40 mm

Colour Grey Grey Grey

Shape Angular Angular Angular

Specific Gravity 2.6702 2.7297 2.814

Water Absorption 0.65% 0.35% 0.35%

Bulk Density (kg/m3) 1517 3111 3160

Table 4.2 Different proportions of coarse aggregates.

Mix Sample Coarse aggregates

10 mm 20 mm 40 mm

M1 0 100 0

M2 100 0 0

M3 70 30 0

M4 50 50 0

M5 25 75 0

M6 75 25 0

M7 0 50 50

M8 50 0 50

M9 25 25 50

M10 75 0 25

M11 0 75 25

M12 25 50 25

M13 50 25 25

M14 37.5 37.5 25

M15 60 30 10

4.2.2 Ordinary Portland cement

2

Ordinary Portland Cement (OPC) of grade 43 (Shree Ultra) from a single lot was used in the

study. It was fresh and free from any lumps. Cement was carefully stored to prevent deterioration in its

properties due to contact with the moisture. The physical properties of the cement as determined from

various tests conforming to Indian Standard IS: 8112:1989 are listed in Table 4.3.

Table 4.3: Properties of OPC 43 grade cement

Sr. No.

Characteristics Value Obtained experimentally

Values specified by IS- 8112:1989

1. Specific Gravity 3.1681 -

2. Standard consistency 31% -

3. Initial Setting time 167 minutes 30 minutes (minimum)

4. Final Setting time 290 minutes 600 minutes (maximum)

5. Fineness 2.0%

6. Compressive Strength

3 days

7 days

28 days

MPa

33.07 MPa

45.76 MPa

23 MPa

33 MPa

43 MPa

The values conform to specifications given in code.

4.3.1 Preparation of trial Mixes

Three trail mixes with cement to coarse aggregates ratio i.e. 1:4, 1:6, 1:8 were prepared with

constant w/c ratio of 0.31 are listed in table 4.4. All the mixes have coarse aggregates in same proportion

i.e. 1:1:2 (10 mm: 20mm: 40 mm). Six cubes were casted for each mix and tested after 28 days of curing.

Compressive strength and porosity of each mix was found and was given in table 4.5

Table 4.4 Proportion of materials in different mixes

Mix Samples Cement : Coarse aggregates Water Cement Ratio

MT1 1:4 0.35

MT2 1:6 0.35

MT3 1:8 0.35

3

Table 4.5 Quantities per cubic meter for trial mixes

Mix No. Water Cement Ratio

Cement(kg) Coarse Aggregate (kg) Average strength at 28 days (MPa)

Porosity

at 28 days (%)10 mm

20 mm

40 mm

MT1 0.31 8.85 8.85 8.85 17.7 8.01 13.93

MT2 0.31 6.32 9.476 9.476 18.952 5.6 26.7

MT3 0.31 4.914 9.83 9.83 19.66 5.47 28.4

Mix MT1 gives high strength with low porosity as compare to other mixes and mix MT2

and MT3 results are nearly same. Based on the recorded observation, mix MT3 was adopted for the study.

Mix MT3 was chosen as the reference mix because it gives strength which lies within the range and high

porosity than other mixes which makes it most economical mix. These result correspond to those of

??????

4.3.2 Testing of concrete

In this experiment program, to determine the values of compressive strength, workability, void

ratio, porosity and coefficient of permeability 15 mixes with different proportion of aggregates (10, 20,

40 mm) with constant cement and water quantity was prepared. All mixes were prepared in MT3

composition by weight of cement. In present study 225 specimens were prepared by varying the

proportion of aggregates. The specimens were tested after 3, 7, 14 and 28 days of casting. The ratio of

different materials used in each mix is shown in Table 4.6 and by weight in Table 4.7.

4

Table 4.6: Concrete mix proportions

Mixes Coarse Aggregates proportion (%) Cement Water(%)

10 mm 20 mm 40 mm

M1 0 100 0 1 35

M2 100 0 0 1 35

M3 70 30 0 1 35

M4 50 50 0 1 35

M5 25 75 0 1 35

M6 75 25 0 1 35

M7 0 50 50 1 35

M8 50 0 50 1 35

M9 25 25 50 1 35

M10 75 0 25 1 35

M11 0 75 25 1 35

M12 25 50 25 1 35

M13 50 25 25 1 35

M14 37.5 37.5 25 1 35

M15 60 30 10 1 35

5

Table 4.7: Concrete mix proportion by weight

Total dry weight for one mix = 110.56 kg

Mixes Coarse Aggregates proportion (kg) Cement(kg)

Water(liters)

10 mm 20 mm 40 mm

M1 0 98.26 0 12.285 4.3

M2 98.26 0 0 12.285 4.3

M3 68.8 29.48 0 12.285 4.3

M4 49.13 49.13 0 12.285 4.3

M5 24.56 73.7 0 12.285 4.3

M6 73.7 24.56 0 12.285 4.3

M7 0 49.13 49.13 12.285 4.3

M8 49.13 0 49.13 12.285 4.3

M9 24.56 24.56 49.13 12.285 4.3

M10 49.13 0 24.56 12.285 4.3

M11 0 49.13 24.56 12.285 4.3

M12 24.56 49.13 24.56 12.285 4.3

M13 49.13 24.56 24.56 12.285 4.3

M14 36.85 36.85 24.56 12.285 4.3

M15 58.97 29.48 9.82 12.285 4.3

4.3.3 Workability of concreteWorkability of concrete was tested using compaction factor test apparatus immediately after

preparing fresh concrete. The value of workability for each mix were given in table 4.12 incorporate to table given below.

Table 4.12 Value of workability of concrete

6

Mixes

Weight of Cylinder

(kg)

Weight of Cylinder + Partially-compacted Concrete (kg)

Weight of Partially - Compacted Cylinder (Wp)

(kg)

Weight of Fully Compacted Concrete, (Wf)

(kg)

Compacting Factor (Wp/Wf)

(kg)Workability

7

M1 8.230 15.870 7.640 8.630 0.885 Low

M2 8.230 16.160 7.930 9.160 0.866 Low

M3 8.230 16.100 7.870 8.730 0.902 Medium

M4 8.250 15.690 7.440 8.640 0.860 Low

M5 8.250 15.880 7.630 8.550 0.892 Medium

M6 8.240 16.080 7.840 8.930 0.878 Low

M7 8.240 15.900 7.660 8.290 0.930 Medium

M8 8.240 16.300 8.060 8.990 0.897 Medium

M9 8.240 16.070 7.830 8.650 0.865 Low

M10 8.240 16.050 7.810 9.020 0.866 Low

M11 8.230 15.900 7.670 9.020 0.850 Low

M12 8.230 16.170 7.940 8.840 0.898 Medium

M13 8.230 16.160 7.930 9.230 0.860 Low

M14 8.230 16.090 7.860 9.120 0.860 Low

M15 8.230 15.960 7.730 8.900 0.868 Low

Interpretation of Compaction Factor Results ( )

Degree of Workability

Slump(mm)

Compaction FactorApplicationsSmall

ApparatusLarge

ApparatusVery Low 0-25 0.78 0.80 Vibrated concrete in roads or other

large sections.

Low 25-50 0.85 0.87Mass concrete foundation without

vibration. Simple reinforced section with vibration

8

Medium 50-100 0.92 0.935Normal reinforced work without vibration and heavily reinforced

section with vibration.

High 100-180 0.95 0.96Section with congested

reinforcement. Not normally suitable for vibration.

4.3.4 Compressive strength of concrete

The compressive strength of all the mixes was determined at the ages of 3, 7, 14 and 28 days for

the various proportions of aggregates. The values of compressive strength at the end of different curing

periods (3 day, 7 days, 14 days & 28 days) are given in Table 4.8, Table 4.9, Table 4.10 and Table 4.11

respectively. These values are plotted in Figures 4.2 to 4.5, which show the variation of compressive

strength due to different proportion of aggregates.

Table 4.8 Values of Compressive Strength for 3-days water curing.

Mix Sample

Compressive Strength (MPa)

Avg. Compressive Strength (MPa)

Standard Deviation

Percentage Increase (%)

M1

2.621.421.489

1.843 0674

M3

1.882.2372.28

2.132 0.220

M4 1.079 1.452 0.545

9

1.202.078

M5

2.0981.251.118

1.489 0.532

M6

1.511.2472.098

1.618 0.436

M7

0.931.271.38

1.193 0.235

M8

3.253.1271.816

2.731 0.795

M9

2.341.831.34

1.837 0.500

M10

2.312.2461.21

1.922 0.617

M11

3.652.722.177

2.849 0.745

M12

1.991.642.806

2.145 0.598

M13

2.1671.2572.548

1.991 0.663

M14

1.631.831.326

1.595 0.254

M15

3.0432.5282.538

2.703 0.294

10

Table 4.9 Values of Compressive Strength for 7-days water curing.

Mix Sample

Compressive Strength (MPa)

Avg. Compressive Strength (MPa)

Standard Deviation

Percentage Increase (%)

M1

2.022.122.18

2.107 0.081

M2

2.743.363.21

3.103 0.323

M3

3.562.743.127

3.142 0.410

M4

2.793.0482.34

2.726 0.358

M5

2.992.9593.57

3.173 0.344

M6

3.422.8163.49

3.242 0.371

M7

2.371.9941.915

2.093 0.243

M8

5.743.7863.687

4.404 1.158

M9

3.3392.813.726

3.292 0.460

M10

0.8162.42.47

1.895 0.935

M11

3.894.293.68

3.953 0.310

M12

3.2413.333.91

3.494 0.363

M13

3.192.083.81

3.027 0.876

M14

1.172.953.497

2.719 0.916

M15

2.483.5872.79

2.952 0.571

11

Table 4.10 Values of Compressive Strength for 14-days water curing.

Mix Sample

Compressive Strength (MPa)

Avg. Compressive Strength (MPa)

Standard Deviation

Percentage Increase (%)

M1

3.333.183.04

3.183 0.145

M2

3.784.113.90

3.930 0.167

M3

3.8254.204.147

4.057 0.203

M4

4.684.494.56

4.577 0.096

M5

5.044.624.88

4.847 0.212

M6

5.2265.333.25

4.602 1.172

M7

3.162.892.37

2.807 0.402

M8

5.325.934.419

5.223 0.760

M9

5.194.6976.097

5.328 0.710

M10

5.395.8575.617

5.621 0.234

M11

5.435.714.21

5.117 0.798

M12

4.8354.114.258

4.401 0.383

M13

5.445.1875.2

5.276 0.142

M14

4.594.524.618

4.576 0.050

M15

4.9754.8975.12

4.997 0.113

12

Table 4.11 Values of Compressive Strength for 28-days water curing.

Mix Sample

Compressive Strength (MPa)

Avg. Compressive Strength (MPa)

Standard Deviation

Percentage Increase (%)

M1

5.6894.5

4.3874.8589 0.721

M2

6.975.754.82

5.847 1.078

M3

7.186.636.85

6.887 0.277

M4

5.315.735.387

5.476 0.224

M5

6.2356.1695.169

5.858 0.597

M6

5.655.225.88

5.583 0.335

M7

4.383.755.07

4.400 0.660

M8

6.697.977.22

7.293 0.643

M9

7.886.326.66

6.953 0.820

M10

6.445.795.94

6.0567 0.340

M11

6.15.545.41

5.683 0.367

M12

6.056.135.72

5.967 0.217

M13

7.165.326.33

6.270 0.921

M14

6.545.676.12

6.110 0.435

M15

6.956.316.48

6.580 0.332

13

M1 M2 M3 M4 M5 M6 M7 M8 M9M10

M11M12

M13M14

M150.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

3 days7 days14 days28 days

Mixes

Com

pres

sive

Stre

ngth

(MPa

)

Figure 4.2 Compressive Strength of all mixes

M1 M2 M3 M4 M5 M60.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

3 days7 days14 days28 days

Mixes

Com

pres

sive

Stre

ngth

(MPa

)

Figure 4.3 Compressive Strength of all mixes having 0% 40mm aggregates

14

3 days 7 days 14 days 28 days 0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

M7M8M9

Mixes

Com

pres

sive

Stre

ngth

(MPa

)

Figure 4.4 Compressive Strength of all mixes having 50% 40mm aggregates

M10 M11 M12 M13 M14 M150.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

3 days7 days14 days28 days

Mixes

Com

pres

sive

Stre

ngth

(MPa

)

Figure 4.5 Compressive Strength of all mixes having 25% 40mm aggregates

15

4.5 Void Ratio/ Porosity of concrete

Void ratio/porosity of concrete was tested after 28 days of curing. All cubes were dried for 24 hr

under normal condition. Readings were taken using self made apparatus in laboratory. Void ratio for

each mix were given in table 4.13 and porosity in table 4.14

Mixes

Vol. of Solids (ml) Vol. of Voids Void Ratio Avg. Void RatioSample

1Sample

2Sample

3 Sample 1 Sample 2 Sample 3Sample 1

Sample 2

Sample 3

M1 2425 2465 2440 0.00095 0.00091 0.00094 0.392 0.369 0.383 0.381

M2 2550 2520 2505 0.00083 0.00086 0.00087 0.324 0.339 0.347 0.337

M3 2555 2530 2580 0.00082 0.00085 0.0008 0.321 0.334 0.308 0.321

M4 2650 2590 2560 0.00073 0.00079 0.00082 0.274 0.303 0.318 0.298

M5 2540 2620 2555 0.00084 0.00076 0.00082 0.329 0.288 0.321 0.313

M6 2495 2470 2500 0.00088 0.00091 0.00088 0.353 0.366 0.350 0.356

M7 2360 2380 2325 0.00102 0.001 0.00105 0.430 0.418 0.452 0.433

M8 2695 2680 2855 0.00068 0.0007 0.00052 0.252 0.259 0.182 0.231

M9 2575 2580 2645 0.0008 0.0008 0.00073 0.311 0.308 0.276 0.298

M10 2670 2560 2610 0.00071 0.00082 0.00077 0.264 0.318 0.293 0.292

M11 2465 2480 2450 0.00091 0.0009 0.00093 0.369 0.361 0.378 0.369

M12 2510 2630 2500 0.00087 0.00075 0.00088 0.345 0.283 0.350 0.326

M13 2825 2620 2635 0.00055 0.00076 0.00074 0.195 0.288 0.281 0.255

M14 2610 2600 2525 0.00077 0.00078 0.00085 0.293 0.298 0.337 0.309

M15 2630 2655 2580 0.00075 0.00072 0.0008 0.283 0.271 0.308 0.288

16

Mixes Avg. Void ratio

e

Porosity

n

M1 0.381 0.276

M2 0.337 0.252

M3 0.321 0.243

M4 0.298 0.230

M5 0.313 0.238

M6 0.356 0.263

M7 0.433 0.302

M8 0.231 0.188

M9 0.298 0.230

M10 0.292 0.226

M11 0.369 0.270

M12 0.326 0.246

M13 0.255 0.203

M14 0.309 0.236

M15 0.288 0.224

17

4.6 Permeability of concrete

Coefficient of permeability test was carried out on self prepared apparatus of constant

head method and performed at tubwell because high flow rate of water is required to perform the

experiment. Results had been shown in Table 4.1 and Figs 4.1 after 28-days of water curing.

Table 4.2 Values of coefficient of permeability for 28-days water curing

Mixes Height(m)

Liters(L)

Time(sec)

K(m/sec)

K(m/s)*10-4

Avg. Avg of 3 samples

Mix 1.a0.792 8.85 5.33 0.013977 13.977

138.9

141.3

0.792 7.95 4.9 0.013657 13.6570.792 8.375 5.02 0.014043 14.03

Mix 1.b0.754 9.8 6.04 0.014346 14.346

145.00.754 9.5 5.74 0.014634 14.6340.754 7.725 4.7 0.014532 14.532

Mix 1.c0.79 9.55 5.58 0.014443 14.443

140.00.79 8.5 5.24 0.013689 13.6890.79 8.725 5.31 0.013866 13.866

Mix 2.a0.803 9.55 9.56 0.008294 82.94

87.6

87.9

0.803 8.5 8.01 0.009173 91.730.803 8.725 8.56 0.008802 88.02

Mix 2.b0.786 8.55 8.72 0.008316 83.16

87.20.786 8.7 7.81 0.009448 94.480.786 7.675 7.76 0.008389 83.89

Mix 2.c0.79 9.25 8.78 0.008891 88.91

89.00.79 7.95 7.29 0.009203 92.030.79 8.7 8.54 0.008597 85.97

Mix 3.a0.786 8.875 8.77 0.008583 85.83

84.9

78.8

0.786 9.95 10.33 0.00817 81.700.786 8.75 8.5 0.008731 87.31

Mix 3.b0.801 8.8 10 0.007324 73.24

73.30.801 8.5 9.29 0.007391 73.910.801 7.75 8.85 0.007288 72.88

Mix 3.c0.79 10.15 11.4 0.007514 75.14

78.00.79 9.2 9.7 0.008004 80.040.79 8.7 9.3 0.007894 78.94

18

Mixes Height(m)

Liters(L)

Time(sec)

K(m/sec)

K(m/sec)*10-4

Avg. Avg of 3 samples

Mix 4.a 0.8 8.325 8.57 0.007894 78.9482.3

86.2

0.8 9.9 10.12 0.008095 80.95

0.8 9.6 9.47 0.008152 81.52

Mix 4.b 0.796 8.85 7.87 0.009418 94.1894.2

0.796 9.8 8.53 0.009622 96.220.796 7.625 6.92 0.009228 92.28

Mix 4.c 0.802 8.8 8.97 0.008155 81.5582.00.802 7.95 8.24 0.00802 80.20

0.802 9.225 9.11 0.008417 84.17

Mix 5.a 0.799 9.525 8.03 0.009897 98.97

100.4

99.1

0.799 9.575 8.04 0.009937 99.370.799 9 7.31 0.010273 102.73

Mix 5.b 0.79 8.65 7.13 0.010238 102.38

98.30.79 9.15 8.05 0.009592 95.920.79 9.475 8.27 0.009668 96.68

Mix 5.c 0.8 7.95 6.7 0.009888 98.8898.60.8 8.56 7.2 0.009907 99.07

0.8 8.1 6.9 0.009783 97.83

Mix 6.a 0.794 9.575 8.46 0.009503 95.0392.8

19

0.794 9.825 8.97 0.009197 91.970.794 8.3 7.62 0.009146 91.46

Mix 6.b 0.808 10.22 9.26 0.009106 91.0690.10.808 9.875 9.05 0.009003 90.03

0.808 8.3 8.74 0.008921 89.21

Mixes Height(m)

Liters(L)

Time(sec)

K(m/sec)

K(m/sec)*10-4

Avg. Avg. of 3 Samples

Mix 7.a 0.808 10.65 4.31 0.020388 203.88 210.9 213.60.808 10.15 3.8 0.022038 220.38

0.808 9.95 3.94 0.020836 208.36

Mix 7.b 0.802 10.2 3.94 0.02152 215.20 228.40.802 9.575 3.4 0.02341 234.10

0.802 8.85 3.12 0.023579 235.79

Mix 7.c 0.805 10.75 4.47 0.019917 199.17 201.5

0.805 9.25 3.9 0.019642 196.42

0.805 10.375 4.11 0.020905 209.05

Mix 8.a 0.798 8.55 10.94 0.006529 65.29 67.5 60.4

0.798 9.6 11.34 0.007072 70.72

0.798 8.9 11.18 0.00665 66.50

Mix 8.b 0.802 8.3 12 0.00575 57.50 57.3

0.802 8.8 13.06 0.005601 56.01

0.802 9.45 13.47 0.005832 58.32

Mix 8.c 0.795 8.15 12.41 0.005507 55.07 56.5

0.795 8.7 12.69 0.005749 57.49

20

0.795 8.9 13.14 0.00568 56.80Mix 9.a 0.8 955. 10.55 0.007543 75.43 75.5 79.3

0.8 9.05 10.02 0.007527 75.27

0.8 11 12.1 0.007576 75.76

Mix 9.b 0.795 8.45 8.56 0.008278 82.78 83.5

0.795 9.6 9.8 0.008215 82.15

0.795 9.275 9.1 0.008547 85.47

Mix 9.c 0.802 10 10.61 0.00783 78.35 79.0

0.802 10.55 11.03 0.00795 79.51

0.802 11.1 11.68 0.0079 79.00

Mixes Height(m)

Liters(L)

Time(sec)

K(m/sec)

K(m/sec)*10-4

Avg. Avg. of 3 Samples

Mix 10.a 0.801 9.2 11.71 0.00654 65.40 66.1 65.460.801 9.575 12.03 0.00662 66.20

0.801 8.3 10.34 0.00668 66.80

Mix 10.b 0.796 8.775 11.48 0.0064 64.00 64.80.796 9.05 11.81 0.00642 64.20

0796 9.6 12.83 0.00627 62.70

Mix 11.a 0.809 9.2 6.05 0.01253 125.30 129.7 122.2

0.809 9.65 5.9 0.01348 134.80

0.809 8.5 5.43 0.0129 129.00

Mix 11.b 0.807 10.4 6.79 0.01265 16.53 124.8

0.807 8.6 5.78 0.01229 122.92

0.807 9.6 6.35 0.01249 124.89

Mix 11.c 0.808 9 6.68 0.01112 111.20 112.1

0.808 8.3 6.08 0.01126 112.60

0.808 9.675 7.1 0.01124 112.40

Mix 12.a 0.802 8.3 7.63 0.00904 90.40 87.9 91.3

0.802 9.475 9.08 0.00867 86.70

21

0.802 8.7 8.35 0.00866 86.60Mix 12.b 0.793 8.8 7.72 0.00958 95.80 94.6

0.793 9.85 8.67 0.00955 95.50

0.793 7.825 7.12 0.00924 92.40

Mix 12.c 0.8 10.05 9.06 0.00924 92.40 91.4

0.8 9.425 8.67 0.00906 90.60

0.8 9.35 8.54 0.00912 91.20

Mixes Height(m)

Liters(L)

Time(sec)

K(m/sec)

K(m/sec)*10-4

Avg. Avg. of 3 Samples

Mix 13.a 0.803 .8258 9.72 0.00755 75.46 75.3 77.30.803 9.3 10.23 0.00755 75.47

0.803 8.3 9.18 0.00751 75.06

Mix 13.b 0.802 9.1 8.83 0.00857 85.67 84.10.802 9.4 9.09 0.0086 85.96

0.802 8.325 8.58 0.00807 80.66

Mix 13.c 0.808 7.65 8.67 0.00728 72.80 72.5

0.808 8.125 9.25 0.00725 72.47

0.808 8.25 9.42 0.00723 72.26

Mix 14.a 0.809 9.6 9.18 0.00862 86.18 85.8 91.9

0.809 9.9 9.37 0.00871 87.07

0.809 8.425 8.26 0.00841 84.05

Mix 14.b 0.799 9.3 7.81 0.00994 99.36 98.8

0.799 8.05 7 0.0096 95.95

0.799 9.5 7.84 0.01011 101.10

Mix 14.c 0.8 8.15 7.52 0.00903 90.31 91.0

0.8 8.75 8.02 0.00909 90.92

0.8 8.95 8.13 0.00917 91.74Mix 15.a 0.807 8.25 13 0.00524 52.43 52.7 62.7

22

0.807 8.775 14 0.00518 51.78

0.807 10.1 15.52 0.00538 53.76

Mix 15.b 0.806 9.55 11.38 0.00694 69.41 69.7

0.806 8.65 10.24 0.00699 69.87

0.806 8.725 10.34 0.00698 69.79

Mix 15.c 0.806 9.25 11.71 0.00653 65.34 65.7

0.806 8.75 10.93 0.00662 66.22

0.806 10.375 13.07 0.00657 65.66

23

4.7 Relation between different properties of pervious concrete

4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.500.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

f(x) = − 0.030343833565453 x + 0.423504944156646R² = 0.662755165069495

Compressive Strength (MPa)

Poro

sity

1700.00 1750.00 1800.00 1850.00 1900.00 1950.00 2000.000.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

f(x) = 0.0120790129310802 x − 16.8417977429804R² = 0.829140580687524

Density (Kg/m3)

Com

pres

siv S

tren

gth

(MPa

)

24

0.150 0.170 0.190 0.210 0.230 0.250 0.270 0.290 0.3101600.00

1650.00

1700.00

1750.00

1800.00

1850.00

1900.00

1950.00

2000.00

f(x) = − 1793.35540765059 x + 2323.45462276206R² = 0.787469026779933

Porosity

Dens

ity (K

g/m

3)

0.150 0.170 0.190 0.210 0.230 0.250 0.270 0.290 0.3100.00

50.00

100.00

150.00

200.00

250.00

f(x) = 7.80594249605128 exp( 10.1752438359504 x )R² = 0.791226860043293

Porosity

Perm

eabi

lity

(m/s

ec)

25