Experimental investigation on permeability indices and strength of modified pervious concrete with recycled concrete aggregate

Construction and Building Materials 193 (2018) 105–127

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Experimental investigation on permeability indices and strength of modified pervious concrete with recycled concrete aggregate Ali A. Aliabdo a, Abd Elmoaty M. Abd Elmoaty a,⇑, Ahmed M. Fawzy b a b

Structural Engineering Department, Faculty of Engineering, Alexandria University, Egypt Civil engineer, Faculty of Engineering, Alexandria University, Egypt

h i g h l i g h t s
Properties of pervious concrete with recycled aggregate was studied.
Permeability, strength indices and degradation resistance were measured.
The use of recycled aggregate decreases the strength indices and degradation.
Polypropylene fiber, silica fume and styrene butadiene latex enhance strength indices.

a r t i c l e

i n f o

a b s t r a c t

Article history: Received 5 March 2018 Received in revised form 17 October 2018 Accepted 22 October 2018

Pervious concrete is considered as a type of lightweight porous concrete with no fine or with small percentage of fine aggregate. There are many advantages of this form of concrete like lower density, thermal conductivity, lower drying shrinkage and high permeability. The properties of pervious concrete with different levels of recycled concrete aggregate were presented in this research. The considered percentages of recycled aggregate replacement were 50% and 100% by weight of natural coarse aggregate. The effect of aggregate size was studied. The considered aggregate sizes were 9.5 mm and 19 mm. In addition, the effect of using either crumb or fiber rubber, polypropylene fiber, silica fume and styrene butadiene latex were investigated. The properties of pervious concrete were investigated through permeability indices (water permeability, density, voids ratio) and strength indices (compressive, flexural, splitting tensile strengths in addition to pervious concrete degradation). From the test results, the use of recycled aggregate, rubber fiber and crumb rubber slightly affected the permeability indices and negatively affected the strength indices. Based on the splitting tensile strength, the use of 50% and 100% recycled aggregate did not satisfy the typical limits of splitting tensile strength. The use of polypropylene fibers had insignificant effect on the permeability indices and compressive strength but the use of polypropylene fibers enhanced the tensile strength and degradation of pervious concrete. Also, the addition of silica fume and styrene butadiene latex increased density and enhanced the strength indices of pervious concrete. Finally, general relations between studied variables were constructed. Ó 2018 Elsevier Ltd. All rights reserved.

Keywords: Pervious concrete Recycled aggregate Rubber Polypropylene fibers Silica fume and styrene butanone latex

1. Introduction Large amounts of destruction wastes are produced every year. In many countries, waste materials are usually dumped illegally or sent to landfills. The disposal of these wastes is a huge environmental and social problem. Recycling of demolition wastes and use it in concrete manufacturing can be minimized the problem of wastes landfills [1]. Also, the use of recycled aggregate reduces

⇑ Corresponding author. E-mail addresses: (A.E.M. Abd Elmoaty).

[email protected],

[email protected]

https://doi.org/10.1016/j.conbuildmat.2018.10.182 0950-0618/Ó 2018 Elsevier Ltd. All rights reserved.

the consumption of natural aggregate. Previous studies of using recycled aggregate in concrete recommended that the use of recycled aggregate in concrete decreases concrete strengths. So, to overcome the weakness of recycled aggregate, much work has been carried out to improve the quality of recycled concrete aggregate [2–4]. This may be due to the low density and high porosity of recycled concrete aggregate in addition to the bad properties of the transition zone between recycled aggregate and cement paste [2,5]. In addition to that, disposal of waste tires is consider as a very serious environmentally problem. Generally, burning waste tires is the most common and cheapest way to dispose it. The pollution due to massive amounts of dust and fumes makes this

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method environmentally dangerous. Therefore, innovative techniques should be used in recycling used tires. One of these methods is using recycled tires in concrete. The effect of recycled rubber in conventional concrete was studied by many researches [6–8]. Recycled rubber negatively effects on most of concrete strengths except impact resistance. Pervious concrete which is namely as a permeable concrete or porous concrete consists of cement, single size coarse aggregate, without or with low content of fine aggregate, and water. These components were mixed together to form a small layer around aggregate particles. So, voids will be created between aggregate particles to enhance pervious concrete permeability [9]. Pervious concrete started in Europe in the 19th century [10]. Pervious concrete was used in many applications such as paving and non-load bearing walls. Recent decades showed wide attention to pervious concrete as the result of its environmental advantages such as reducing storm water runoff, maintaining groundwater level, water pollution removal, reducing the need for retention ponds and other costly storm water controlling, increasing air and water ability to reach roots of trees. In addition to that, the permeability of pervious concrete improves safety for drivers by preventing water to remain on road surfaces and reduces road noise because the high porosity of pervious concrete removes the air between the pavement and the tire. Also, one of the important benefits for pervious concrete is its ability to decrease the climate hot temperature during hot weather unlike the conventional pavement [9,11]. Many countries especially in United States, Japan and Europe countries were used pervious concrete for over than 30 years [11]. Generally, according to ACI 522R 2010, the water-cement ratio for pervious concretes is between 0.26 and 0.45 and fine aggregate ranges from 0% to 10% [9]. Pervious concrete has connecting voids ranging in size from 2 to 8 mm and voids ratio from 15% to 35% with permeability of 0.2–1.2 cm/s [4]. As the results of the high voids ratio, pervious concrete compressive strength is less than that of conventional concrete and its ranging between 3 and 28 MPa [9,12]. According to National Ready Mix Concrete Association, NRMCA, pervious concrete possess a bulk unit weight in range between 1600 kg/m3 and 2000 kg/m3. Pervious concrete flexural strength generally ranges between about 1 MPa and 3.8 MPa [13]. There are many researchers studied the behavior of pervious concrete with natural aggregate [13–17]. These studies concluded that the properties of pervious concrete influences by aggregate properties, water to cement ratio, cement content in addition to cement to aggregate ratio. Also, compaction energy significantly affects the mechanical properties, unit weight, permeability and durability of pervious concrete [18]. In the area of recycled waste materials like recycled aggregate and rubber in the pervious concrete production, there is a lack of researches in this topic. Yab et al. [19] conducted an experimental investigation to study the performance of pervious concrete with blended natural and recycled aggregates. From this study, the use of recycled aggregate reduces pervious concrete strength. On the contrary, the use of recycled aggregate increases the concrete modulus of elasticity but the authors reported that this result may not be convincing.

Another study was carried out by Bhutta et al. [20]. The purpose of this study was to produce concrete with acceptable permeability and strength using recycled aggregate. From the test results, pervious concrete with recycled aggregate yields compressive strength lower than normal aggregate. In the area of using waste rubber in the production of pervious concrete, Gesoglu et al. [21,22] studied properties, abrasion and freezing-thawing resistance of pervious concrete containing waste rubbers. From the test results, the use of waste tire in form of chips and crumb decreases tensile strength, compressive strength and abrasion resistance. On the contrary, the use of waste rubbers enhances the freezing-thawing resistance. 2. Research significance This research work aims to utilize the waste hardened concrete as a recycled aggregate on the pervious concrete production. In addition, the effect of using polypropylene fiber, waste rubber, silica fume and styrene butadiene rubber is also investigated. 3. Experimental program 3.1. Materials Type I Portland cement according to ASTM C 150 was used in this research. This cement type is classified according to ESS No 4756-09 as CEM I 42.5N. Natural siliceous sand as a fine aggregate and crushed pink limestone with sizes of 9.5 mm and 19 mm separately as a coarse aggregate were used throughout the research program. The 9.5 mm aggregate size is the aggregate size that passed from 12.5 mm sieve size and retained on 9.5 mm sieve opening size, where the 19 mm aggregate size is the aggregate that passed from 25 mm sieve size and retained on 19 mm sieve size. The recycled coarse aggregate that has been used in this study was manually prepared using a manual hammer. Recycled concrete aggregate was collected from crushed concrete specimens at the material labs at Alexandria University, Egypt. After crushing the concrete cubes, the resulting recycled aggregate was sieved to different sizes. Table 1 summarizes the properties of used natural and recycled aggregate. Two types of rubber shapes were considered, one was 4.0 mm crumb rubber and the other type was 4.8 mm fiber rubber. The density of rubber particles is 1.08 t/m3, so it can be considered as lightweight aggregate. The specific gravity of the used rubber particles is 1.09. Micro silica (silica fume) with 92% SiO2 content, 25000 m2/kg surface area and 2.2 specific gravity was used in this study to enhance pervious concrete properties. Polypropylene fiber with 0.9 t/m3 density, 12 mm length and 40 lm diameter was used as an additive to concrete. Styrene butadiene latex is a white milky liquid and its chemical base is styrene butadiene latex emulsion. Styrene butadiene density is 1.02 t/m3 at 27 °C. In addition, styrene butadiene latex solid content is 40% by weight. 3.2. Studied parameters The influence of recycled aggregate on the pervious concrete is the main objective of this study. The used percentages were 0%, 50% and 100% recycled concrete aggregate. The effect of aggregate size is also discussed throughout the research program. The used sizes were 9.5 mm and 19 mm. The influence of using rubber either crumb or fiber shape, the effect of using polypropylene fibers, in addition to the influence of using silica fume and styrene butadiene latex were considered. The used crumb rubber percentage was used as 5% and 10% by weight of fine aggregate where the rubber fiber was used as 1.5% and 3% by weight of coarse aggregate. The considered volume fraction of polypropylene fibers 0.1% and 0.2%. The considered percentages of silica fume were 5% and 10% as cement addition. The

Table 1 Properties of used natural and recycled aggregates. Property

Specific gravity Unit weight (t/m3) Water absorption (%) Fineness modulus Abrasion resistance by Los Angeles (%)

Natural aggregate

Recycled concrete aggregate

9.5 mm aggregate size

19 mm aggregate size

Fine aggregate

9.5 mm aggregate size

19 mm aggregate size

2.53 1.51 1.50 – 24.8

2.58 1.50 1.20 – 23.6

2.65 1.71 – 2.67 –

2.40 1.49 2.70 – 28.1

2.35 1.48 2.30 – 27.2

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degradation resistance. The degradation test was conducted according to ASTM C 1747, in this test, three concrete specimens are subjected to combined action of impact and abrasion by subjecting to 500 rounds in los Angeles apparatus (without steel balls). Degradation percentage is calculated as the percentage of weight loss due to this action. The considered tests, considered specifications, test specimens dimensions, age of testing, number of specimens and typical limits are summarized in Table 3. The test specimens were prepared by the method suggested by Chandrappa, A. K. and Biligir K.P i [17]. The mixing and curing processes of pervious concrete are the same for conventional concrete. The difference between pervious concrete and conventional concrete is the method of compaction. Previous concrete compaction was conducted using Proctor hammer of 2.5 kg weight in two 20 blows per layer. The specimens were compacted in two layers.

percentage of styrene butadiene latex were 10% and 20% of cement weight. In the current research the objective voids ratio was 23%. The selected w/c ratio was 0.3 to satisfy the recommend values, which is between 0.27 and 0.45 [9]. The designed procedures was suggested by ACI 522R 2010 and National Ready Mix Concrete Association (NRMCA) [9,13]. The mix proportion of the original mix made with natural aggregate is given in Table 2. 3.3. Considered tests and preparation of samples The main objective of this work is to study the influence of the considered parameters on pervious concrete permeability and strength indices. Permeability indices includes density, voids ratio and water permeability. The strength indices involves compressive strength, splitting tensile strength, flexural strength and

Table 2 Pervious concrete mix proportion. Mix proportions (kg/m3) Cement

Effect of recycled aggregate

Effect of using polypropylene fibers

0.1% volume fraction

0.2% volume fraction

Effect of using rubber

Rubber fiber

1.5%

3%

Crumb rubber

5%

10%

Effect of using silica fume

5%

10%

Effect of using styrene butadiene latex

10%

20%

Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate Control 50% Recycled aggregate 100% Recycled aggregate

Water

Sand

Coarse aggregate Natural

Recycled

Polypropylene fibers

Rubber Fiber

Crumb

Silica fume

Styrene butadiene latex

350 350

105 105

72 72

1430 715

0 715

0 0

0 0

0 0

0 0

0 0

350

105

72

0

1430

0

0

0

0

0

350 350

105 105

72 72

1430 715

0 715

0.9 0.9

0 0

0 0

0 0

0 0

350

105

72

0

1430

0.9

0

0

0

0

350 350

105 105

72 72

1430 715

0 715

1.8 1.8

0 0

0 0

0 0

0 0

350

105

72

0

1430

1.8

0

0

0

0

350 350

105 105

72 72

1430 715

0 715

0 0

21.45 21.45

0 0

0 0

0 0

350

105

72

0

1430

0

21.45

0

0

0

350 350

105 105

72 72

1430 715

0 715

0 0

42.9 42.9

0 0

0 0

0 0

350

105

72

0

1430

0

42.9

0

0

0

350 350

105 105

72 72

1430 715

0 715

0 0

0 0

3.6 3.6

0 0

0 0

350

105

72

0

1430

0

0

3.6

0

0

350 350

105 105

72 72

1430 715

0 715

0 0

0 0

7.2 7.2

0 0

0 0

350

105

72

0

1430

0

0

7.2

0

0

350 350

105 105

72 72

1430 715

0 715

0 0

0 0

0 0

17.5 17.5

0 0

350

105

72

0

1430

0

0

0

17.5

0

350 350

105 105

72 72

1430 715

0 715

0 0

0 0

0 0

35 35

0 0

350

105

72

0

1430

0

0

0

35

0

350 350

105 105

72 72

1430 715

0 715

0 0

0 0

0 0

0 0

35 35

350

105

72

0

1430

0

0

0

0

35

350 350

105 105

72 72

1430 715

0 715

0 0

0 0

0 0

0 0

70 70

350

105

72

0

1430

0

0

0

0

70

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Table 3 Specimens dimensions and specifications for the considered tests. Properties

Specifications

Specimen dimensions

Age of testing

Number of Specimens

Typical limits (ACI 522R)

Hardened pervious concrete density and voids content Fresh pervious concrete density and voids content Water permeability test

ASTM C 1754

Cylinders of 100 mm diameter and 200 mm length –

7 days

3

During 5 min after casting 28 days

3 5

Density between 1600 kg/m3 and 2000 kg/m3 with voids ratio between 15% and 35%. Density between 1600 kg/m3 and 2000 kg/m3 with voids ratio between 15% and 35%. 0.2 cm/s–1.2 cm/s

7, 28 days

3

3 MPa–30 MPa

28 days

3

1 MPa–2 MPa

28 days

3

1 MPa–3.8 MPa

7 days

3

19%–95%

ASTM C 1688

Compressive strength

Falling head method [4] ASTM C 109

Splitting tensile strength

ASTM C 496

Flexural strength

ASTM C 1161

Degradation and potential resistance

ASTM C 1747

Cylinders of 100 mm diameter and 150 mm length Cubes of 150  150  150 mm Cylinders of 150 mm diameter and 300 mm length Prisms of 100  100  500 mm Cylinders of 100 mm diameter and 100 mm length

4. Test results and discussion 4.1. Effect of recycled concrete aggregate replacement level and aggregate size

Fresh and hardened density (kg/m3)

4.1.1. Fresh and hardened density The influence of using recycled concrete aggregate as a coarse aggregate replacement on fresh and hardened density is shown in Fig. 1. From this figure, it is obviously that the use of recycled concrete aggregate slightly decreases the fresh and hardened density. Generally, the use of recycled concrete aggregate decreases the fresh and hardened density of pervious concrete. This behavior may be attributed to the lower density and higher voids ratio of recycled aggregate. For example, for 9.5 mm aggregate size, the reduction in hardened density of pervious concrete at 100% recycled aggregate replacement level is 1.4% compared with that of control mix. The influence of aggregate size on density is shown in Fig. 1. From the experimental results, the increase of aggregate size slightly decreases fresh and hardened pervious concrete density. From the test results, the reduction in fresh concrete density as a result of the increasing of aggregate size from 9.5 mm to 19 mm is 4.5%, 6.2%, 6.3% for 0%, 50%, 100% recycled concrete aggregate replacement level, respectively. This reduction are 4.4%, 6.5%, 6.4% for hardened density of pervious concrete. The values of hardened density of pervious concrete match with the proposed values by ACI 522R [9] which summarized in Table 3.

4.1.2. Fresh and hardened voids ratio Fig. 2 shows the influence of recycled aggregate replacement level on fresh and hardened voids ratio. From this figure, the use of recycled concrete aggregate increases the fresh and hardened voids ratio which explain the reduction in pervious concrete density as the results of using recycled aggregate concrete. The increase in fresh concrete voids ratio for 9.5 mm nominal maximum size is 5.5%,and 15%, for 50%, and 100% replacement level compared with that of control mix. These values are 10% and 22% for hardened concrete voids ratio. The increase of voids ratio may be attributed to the lower workability of pervious concrete with recycled aggregate as a result of more angular shape of recycled aggregate compared with that of natural aggregate [20]. The influence of aggregate size on voids ratio of pervious concrete is also presented in Fig. 2. From this figure, the increase of aggregate size increases the resulting voids ratios. The results of voids ratio match with those suggested by ACI 522 R [9] for pervious concrete density. 4.1.3. Water permeability coefficient Fig. 3 discuss the influence of recycled aggregate replacement levels on pervious concrete water permeability. Water permeability for pervious concrete mixes was determined by using falling head permeability method [23]. From the test results, the increase of recycled aggregate content increases water permeability. The slightly increase percentage in pervious concrete water permeability made with 19 mm aggregate size is 7.4% and 13.7% for 50% and

9.5 mm aggregate size (fresh density)

9.5 mm aggregate size ( hardened density)

19 mm aggregate size (fresh density)

19 mm aggregate size (hardened density)

2200 Upper typical Limit 2000 1800 1600

Lower typical Limit

1400 0

50 Recycled aggregate level (%)

1 00

Fig. 1. Influence of recycled aggregate replacement levels and aggregate size on pervious concrete fresh and hardened density.

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Fresh and hardened voids ratio (%)

9.5 mm aggregate size (fresh voids ratio) 9.5 mm aggregate size (hardened voids ratio) 19 mm aggregate size( fresh voids ratio) 19 mm aggregate size (hardened voids ratio)

40

Upper typical Limit

35 30 25 20 15

Lower typical Limit

10 0

50

100

Recycled aggregate level (%) Fig. 2. Influence of recycled aggregate replacement levels and aggregate size on pervious concrete fresh and hardened voids ratio.

Fig. 3. Influence of recycled aggregate replacement levels and aggregate size on pervious concrete permeability.

100% recycled concrete aggregate replacement levels, respectively. Also for pervious concrete made with 9.5 mm size, the increase percentages is 13.3% and 18.8% for 50% and 100% recycled concrete aggregate replacement levels, respectively. Also, it is noted that the achieved values of water permeability are still in the typical ranges given in Table 3. The influence of aggregate size is also studied in Fig. 3. From the test results, the increase of aggregate size significantly increases pervious concrete permeability. The increase of pervious concrete water permeability due to using of 19 mm aggregate size instead of 9.5 mm aggregate size is 40.9%, 36.8% and 37.2% for 0%, 50% and 100% recycled concrete aggregate replacement levels, respectively. 4.1.4. Compressive strength The influence of recycled concrete aggregate replacement levels on pervious concrete compressive strength is shown in Fig. 4. From this figure, it is clear that the use of recycled concrete aggregate has a significant effect on cube compressive strength where the increase of recycled aggregate content decreases the resulting concrete compressive strength. This negative effect could be due to the higher voids ratio in concrete with recycled aggregate and due to the bad bonding between recycled aggregate and cement paste [20]. Also, the poor transition zone properties between recycled

aggregate and cement paste may cause this negative effect [2]. The reduction in 28 days concrete compressive strength due to the use of 9.5 mm aggregate size is 5% and 31% for 50% and 100% recycled aggregate levels, respectively compared with that of control mix. For pervious concrete made with 19 mm aggregate size, this reduction in 28 days compressive strength is 17% and 42% for 50% and 100% recycled aggregate levels, respectively compared with control mix. The influence of aggregate size is presented in Fig. 4. The results show slightly increase in pervious concrete compressive strength as a result of decreasing aggregate size from 19 mm to 9.5 mm. This is due to the increase in contact area between aggregate and cement paste that improves interface between aggregate and cement paste [14,21]. The reduction in 28 days compressive strength as the results of using 19 mm aggregate size instead of 9.5 mm aggregate size is 13.1%, 24.1%, and 21.2% for 0%, 50% and 100% recycled concrete aggregate replacement levels, respectively. These results agree with Baoshan Huang et al. [24]. Finally, it is important to mention that although the using of recycled aggregate adversely affected the compressive strength of pervious concrete but the achieved results still fulfil the proposed typical ranges by ACI 522R. Also, the use of 19.00 aggregate size critically achieved the minimum limit.

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Compressive strength (MPa)

19 mm aggregate size 7

9.5 mm aggregate size

7 days compressive strength

28 days compressive strength

6 5

Typical lower limit

4 3 2 1 0 0

50

100

0

50

100

Recycled aggregate level (%) Fig. 4. Influence of recycled aggregate replacement level and aggregate size on pervious concrete compressive strength.

Flexural and splitting tensile strength

4.1.5. Flexural and splitting tensile strength Fig. 5 shows the influence of recycled aggregate replacement levels on pervious concrete flexural strength. From this Figure, the increase of replacement levels of recycled aggregate decreases the pervious concrete flexural strength. The decrease in flexural strength as the results of using recycled aggregate at 50%, 100% replacement levels is 18.8% and 41.2%, respectively in the case of using 9.5 mm aggregate size and is 34% and 54% in the case of using 19 mm aggregate size. This behavior is the same for splitting tensile strength as shown in the same Figure. The negative effect of using recycled aggregate may be attributed to the poor characteristics of transition zone in case of recycled aggregate. The transition zone greatly affect the concrete tensile strength [10,25]. The influence of aggregate size on 28 days pervious concrete flexural strength is shown in Fig. 5. From the test results, the increase of aggregate size decreases 28 days pervious concrete flexural strength either for pervious concrete with and without recycled aggregate. From the test results, the reduction in 28 days pervious concrete flexural strength is 18.8%, 34% and 36.7% for 19 mm aggregate size pervious concrete with 0%, 50% and 100% replacement level compared with 9.5 mm aggregate size pervious concrete. This behavior is the same for splitting tensile strength as shown in the same figure

Finally, the comparison between splitting and flexure strengths given in Fig. 5 and those presented in Table 3 indicates that the use of 50% and 100% recycled aggregate generally yields splitting tensile strengths less than the recommended ranges.

4.1.6. Pervious concrete degradation From Fig. 6, the influence of recycled aggregate replacement levels on pervious concrete degradation is presented. Increase recycled concrete aggregate levels in pervious concrete increases pervious concrete degradation by 8.6%, 19% for 50% and 100% recycled concrete aggregate replacement levels, respectively for pervious concrete made with 9.5 mm aggregate size. The increase in pervious concrete degradation for pervious concrete made with 19 mm aggregate size is 6.3% and 12.8% for 50% and 100% recycled concrete aggregate replacement levels, respectively. The influence of aggregate size is also presented in Fig. 6. From which the increase of aggregate size decreases pervious concrete degradation. The increase in pervious concrete degradation is 8.5%, 6% and 7.5% for 0%, 50% and 100% recycled concrete replacement levels, respectively due to the increase of aggregate size from 9.5 mm to 19 mm. Finally, according to the typical recommended values of pervious concrete degradation given in Table 3 and the archived values of

9.5 mm aggregat e size - flexural stren gth )

19 mm aggregate size - flexural stren gth )

9.5 mm agregate size splitting te nsile strength)

19 mm agregat e size - splitting tensile st rength)

3.00 2.50 2.00 1.50 1.00 0.50

Lower typical

0.00 0

50 Recycled aggregate level (%)

100

Fig. 5. Influence of recycled aggregate size and aggregate replacement level on pervious concrete flexural and splitting tensile strength.

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111

Fig. 6. Influence of recycled aggregate replacement level on pervious concrete degradation and potential resistance.

degradation percentages, it is critical to use the 100% recycled aggregate in pervious concrete. 4.2. Effect of using polypropylene fibers 4.2.1. Fresh and hardened density The influence of polypropylene fibers on density is shown in Fig. 7. From the experimental results, the increase of polypropylene fiber volume fraction decreases fresh and hardened pervious concrete density, this trend is the same for concrete with and without recycled aggregate. From the test results for control mix as an example, the reduction in fresh pervious concrete density is 0.7% and 2% for 0.1% and 0.2% polypropylene fiber volume fraction, respectively compared with control mix. These reductions are 0.2% and 0.28% for hardened density of pervious concrete with 0.1% and 0.2% polypropylene fiber volume fraction, respectively compared with control mix. The values of hardened density of pervious concrete match with the proposed values by ACI 522R [9]. In addition, the use of recycled aggregate decreases pervious concrete density in the presence of polypropylene fibers. These decreases in density of pervious concrete with polypropylene fibers may be due to the lower density of polypropylene fibers and the increase of voids ratio due to the presence of fiber [26]. 4.2.2. Fresh and hardened voids ratio The influence of using polypropylene fibers on voids ratio of pervious concrete is shown in Fig. 8. From this figure, it is clear that the

increase of polypropylene fibers levels slightly increases the resulting voids ratios. This is attributed to the lack of cohesion and poor dispersion of fibers [26]. From the test results, the increase in hardened pervious concrete voids ratio is 9% and 5.3% for 0.1% and 0.2% polypropylene fiber volume fraction, respectively compared with control mix. This slight increase in voids ratio decreases the density of pervious concrete with polypropylene fibers. 4.2.3. Water permeability coefficient The influence of polypropylene fibers volume fraction on water permeability is presented in Fig. 9. From the test results, the increase of polypropylene fiber volume fraction increases pervious concrete permeability. These results may be due to the increase of the voids ratio of pervious concrete with the presence of polypropylene fibers. The increase in pervious concrete permeability is 2% and 8.7% for 0.1% and 0.2% polypropylene fiber volume fraction, respectively compared with control mix. 4.2.4. Compressive strength The influence of polypropylene fibers on compressive strength of pervious concrete is presented in Fig. 10. From this figure, the use of polypropylene fiber slightly decreases pervious concrete compressive strength and this finding agrees with Benjamin Rehder et al. and Habulat et al. [27,28] test results. This behavior may be due to the lower modulus of elasticity of polypropylene fibers [29].

Fig. 7. Influence of polypropylene fibers volume fraction on pervious concrete density.

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Fig. 8. Influence of Polypropylene fibers volume fraction on pervious concrete voids ratio.

Fig. 9. Influence of polypropylene fibers volume fraction on pervious concrete water permeability.

Fig. 10. Influence of polypropylene fibers volume fraction on pervious concrete compressive strength.

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4.2.5. Flexural and splitting tensile strength Fig. 11 explains the influence of polypropylene fibers volume fraction on 28 days pervious concrete flexural and splitting tensile strength. From this figure, it is clear that the polypropylene fibers has positive effect on pervious concrete flexural and splitting tensile strength where the increase of polypropylene fiber volume fraction enhances pervious concrete flexural and splitting tensile strength. This trend is the same for pervious concrete with and without recycled aggregate. For example, the increase in pervious concrete 28 days splitting tensile strength is 12.8% and 34.5% for 0.1% and 0.2% polypropylene fiber volume fraction. The positive effect of polypropylene fibers on pervious concrete tensile strength may be due to the bridging mechanism of polypropylene fibers which arresting the failure propagation [25,30]. Also, the comparison between the test results in Fig. 11 with those presented in Fig. 5 indicates that the use of 0.1% and 0.2% polypropylene fibers enhance the tensile strength for pervious concrete mix with 50% and 100% recycled aggregate to the accepted limits given in Table 3.

Flexural and splitting tensile strength

4.2.6. Pervious concrete degradation Influence of polypropylene fibers volume fraction on pervious concrete degradation is presented in Fig. 12. From these test results, the increase of polypropylene fibers volume fraction

decreases the degradation of pervious concrete. For example for concrete without recycled aggregate, the decrease in pervious concrete degradation is 36% and 57% for pervious concrete with 0.1% and 0.2% polypropylene fiber volume fraction compared with control mix without fiber. Also, it is clear that the use of 0.2% polypropylene fibers enhances the degradation resistance for pervious concrete mix with 100% recycled aggregate to the recommended limits given in Table 3. 4.3. Effect of adding rubber fiber and crumb rubber 4.3.1. Fresh and hardened density of pervious concrete The influence of rubber fibers content on density is shown in Fig. 13a. From the test results, the increase of rubber fiber slightly decreases fresh and hardened pervious concrete density. This trend is the same for concrete with and without recycled aggregate. From the test results, for control mix without rubber fiber as an example, the decrease in fresh pervious concrete density is 1% and 1.5% for 1.5% and 3% rubber fibers, respectively. These reductions are 0.7% and 1.4% for hardened density of pervious concrete with 1.5% and 3% rubber fiber, respectively. In addition, the influence of crumb rubber on density of pervious concrete is shown in Fig. 13b. From the test results, the increase of crumb rubber slightly increases pervious concrete den-

0%recycled aggregate (flexural strength)

50% recycled aggregate (flexural strength)

100% recycled aggregate (flexural strength)

0% recycled aggregate (splitting tensile strength)

50% recycled aggregate (splitting tensile strength)

100% recycled agregate (splitting tensile strength)

4.00 3.50 3.00 2.50 2.00 1.50 1.00 Lower typical limit

0.50 0.00 0

0 .1 Polypropylene fibers volume fraction (%)

0 .2

Fig. 11. Influence of polypropylene fibers volume fraction on pervious concrete flexural and splitting tensile strength.

Fig. 12. Influence of polypropylene fibers volume fraction on pervious concrete degradation.

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a) Effect of rubber fiber on pervious concrete density

b) Effect of crumb rubber on pervious concrete density Fig. 13. Influence of rubber fiber and crumb rubber on pervious concrete density.

sity. This trend is the same for concrete with and without recycled aggregate. From the test results for control mix without recycled aggregate as an example, the increase in fresh pervious concrete density is 1.13% and 2.16% for 5% and 10% crumb rubber, respectively. This increase in hardened density is 0.85% and 1.8% for 5% and 10% crumb rubber, respectively. This behavior may be due to fine crumb rubber, which act as a fine aggregate and filled the small gaps among the concrete particles and improve the density [21]. The values of hardened density of pervious concrete match with the proposed values by ACI 522R [9].

4.3.2. Voids ratio for fresh and hardened pervious concrete The influence of using rubber fibers content on voids ratio of pervious concrete is shown in Fig. 14a. From this figure, the increase of rubber fibers level increases the resulting voids ratios. From the test results, the increase in hardened pervious concrete voids ratio is 5.3% and 14.2% for 1.5% and 3% rubber fiber, respectively. The slight increase in voids ratio may be due to the lower workability of pervious concrete with rubber fibers. In addition, the influence of using crumb rubber on voids ratio of pervious concrete is presented in Fig. 14b. From this figure, the increase of crumb rubber level decreases the resulting of voids ratios. From the test results, the decrease in hardened pervious concrete voids ratio for concrete without recycled aggregate is 5.5% and 11% for 5% and 10% crumb rubber, respectively

compared with control mix. This behavior is the same for pervious concrete with and without recycled aggregate concrete. The slight enhancement may be attributed to the filling effect of crumb rubber particles. This result agrees with Gesoglu et al. [21] test results.

4.3.3. Water permeability coefficient The influence of rubber fibers content on pervious concrete permeability is presented in Fig. 15a. From the test results, the increase of rubber fibers content increases pervious concrete permeability. These results may be due to the reduction in pervious concrete density because of using rubber fibers as coarse aggregate. The increase in pervious concrete permeability is 5.5% and 10.3% for 1.5% and 3% rubber fiber, respectively compared with control mix. Also the influence of crumb rubber on pervious concrete permeability is studied in Fig. 15b. From the results, the increase of crumb rubber decreases pervious concrete permeability. These results may be due to the increase of pervious concrete density. The decrease in pervious concrete permeability is 3.5% and 8.5% for 5% and 10% crumb rubber, respectively compared with control mix. This result agrees with Gesoglu et al. [21]. The slight effect of rubber fibers and crumb rubber on water permeability may be due to their slight effect on the pervious concrete voids ratio.

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a) Effect of rubber fiber on pervious concrete voids ratio.

b) Effect of crumb rubber on pervious concrete voids ratio Fig. 14. Influence of rubber fiber and crumb rubber on pervious concrete voids ratio.

4.3.4. Compressive strength for pervious concrete The negative influence of rubber fibers content on pervious concrete compressive strength is presented in Fig. 16a. From this figure, the reduction in pervious concrete 28 days compressive strength is 1.6% and 3.2% for 1.5% and 3% rubber fibers content. This result agrees with Mehmet Gesoglu et al. [14]. Also, the influence of crumb rubber is presented in the same figure. From Fig. 16b, the reduction in 28 days compressive strength due to the use of crumb rubber compared with control mix without recycled aggregate is 5% and 14.7% for 5% and 10% crumb rubber. This is due to the lower strength of crumb rubber material compared with previous concrete. The negative effect of using rubber either in form of fiber or crumb type is due to the lower strength of rubber material and may be also due to the lower bond strength between rubber and cement paste [21,22].

4.3.5. Flexural and splitting tensile strength Fig. 17a explains the influence of rubber fibers content on 28 day’s pervious concrete splitting tensile strength. From this figure, the use of rubber fibers decrease pervious concrete splitting tensile strength. This behavior may be due to the reduction in the pervious concrete strength as the result of using rubber fibers. The decrease in pervious concrete 28 days splitting tensile strength is 12% and 14% for 1.5% and 3% rubber fiber. The effect of rubber

fiber on splitting tensile strength is the same for pervious concrete flexural strength. Fig. 17b explains the influence of crumb rubber on 28 day’s pervious concrete flexural and splitting tensile strength. From this figure, it is clear that the crumb rubber has negative effect on pervious concrete splitting tensile strength where the increase in crumb rubber level decreases pervious concrete splitting tensile strength. The decrease in pervious concrete 28 days splitting tensile strength is 18.9% and 25.7% for 5% and 10% crumb rubber. The negative effect of crumb rubber on splitting tensile strength is the same for pervious concrete flexural strength. Also, from the test results of splitting tensile strengths, it is not recommended to use rubber fibers and crumb fibers in case of concrete mixes with 50% and 100% recycled aggregate. The achieved values of splitting tensile strengths are lower than those recommended in Table 3.

4.3.6. Pervious concrete degradation Effect of rubber fibers content on pervious concrete degradation is presented in Fig. 18a. From this figure, the increase of rubber fibers content decreases the degradation for pervious concrete. The reduction in pervious concrete degradation compared with control mix is 46% and 59.5% for 1.5% and 3% rubber fibers content, respectively.

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a) Effect of rubber fiber on pervious concrete permeability

b) Effect of crumb rubber on pervious concrete permeability Fig. 15. Influence of rubber fiber and crumb rubber on pervious concrete permeability.

In addition, the influence of crumb rubber on pervious concrete degradation is studied in Fig. 18b. From this figure, it can be seen that the increase of crumb rubber levels decreases the degradation for pervious concrete. The decrease in pervious concrete degradation is 33% compared with control mix for both 5% and 10% crumb rubber. This trend is the same for pervious concrete with and without recycled aggregate. The behavior may be due to the higher ability of rubber to resist impact [8]. 4.4. Effect of silica fume addition 4.4.1. Fresh and hardened density of pervious concrete The influence of silica fume on density is shown in Fig. 19. From this figure, the increase of silica fume content increases fresh and hardened pervious concrete density. This observation is the same for concrete with and without recycled aggregate. From the test results, for control mix without recycled aggregate as an example, the increase in fresh pervious concrete density is 5.1% and 8.9% for 5%, and 10% silica fume content, respectively. This increase in hardened density is 5.3% and 8.4%, for pervious concrete with 5% and 10% silica fume, respectively. 4.4.2. Voids ratio for pervious concrete The influence of using silica fume on voids ratio of pervious concrete is shown in Fig. 20. From this figure, the increase of silica fume levels decreases the resulting voids ratios. From the test

results, the decrease in hardened pervious concrete voids ratio is 16.7% and 27.7% for 5% and 10% silica fume. This behavior may be attributed to the filling effect of silica fume in addition to the good ability of compaction in the presence of very fine silica fume [25,29]. This trend is also concluded by Raghwani et al. [31]. Also, it is obvious that the use of 10% silica fume decreases the voids ratio to limits out of the typical ranges recommended by ACI 522. 4.4.3. Water permeability coefficient The influence of silica fume on water permeability is shown in Fig. 21. From the test results either for concrete with and without recycled aggregate, the increase of the silica fume decreases pervious concrete permeability. These results may be due to the enhance of pervious concrete density as the result of adding silica fume. The decrease in pervious concrete permeability is 11.5% and 19.2% for 5% and 10% silica fume, respectively compared with control mix without silica fume. 4.4.4. Compressive strength of pervious concrete The influence of silica fume on pervious concrete compressive strength is presented in Fig. 22. From this figure, the use of silica fume enhances pervious concrete compressive strength. This increase on 28 days compressive strength for pervious concrete with and without recycled aggregate is 49% and 61% for 5% and 10% silica fume, respectively. This enhancement may be attributed

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a) Effect of rubber fiber on pervious concrete compressive strength

b) Effect of crumb rubber on pervious concrete compressive strength Fig. 16. Influence of rubber fiber and crumb rubber on pervious concrete compressive strength.

to the improvement of cement matrix as a result of filling effect and pozzolanic reaction of silica fume [33]. 4.4.5. Flexural and splitting tensile strength Fig. 23 shows the influence of silica fume on 28 days pervious concrete flexural and splitting tensile strength. From this figure, it is clear that the silica fume slightly improves pervious concrete flexural and splitting tensile strength. This results agrees with pervious concrete with and without recycled aggregate. This improvement may be attributed to the enhancement of cement matrix and transition zone as a result of using very fine silica fume [25,32]. For example for concrete without recycled aggregate, the increase in pervious concrete 28 days splitting tensile strength is 7.5% and 17.7% for 5% and 10% silica fume. This increase in splitting tensile strength enhances the tensile strength of pervious concrete mix with 100% recycled aggregate to the accepted limits given in Table 3. 4.4.6. Pervious concrete degradation Influence of silica fume on pervious concrete degradation is presented in Fig. 24. From this figure, the increase of silica fume levels

decreases the degradation for pervious concrete. For concrete without recycled aggregate, the decrease in pervious concrete degradation is 23% and 32.9% for 5% and 10% silica fume, compared with control mix without recycled aggregate. This enhancement in degradation percentage improves the degradation resistance of pervious concrete mix with 100% recycled aggregate to the accepted typical limits that previously mentioned in Table 3.

4.5. Effect of using styrene butadiene latex 4.5.1. Density of pervious concrete The influence of styrene butadiene latex on density is shown in Fig. 25. From the test results, the increase of styrene butadiene latex slightly increases fresh and hardened pervious concrete density. This trend is the same for concrete with and without recycled aggregate. From the test results for concrete without recycled aggregate as an example, the increase in fresh pervious concrete density is 3.9% and 5.5% for 10% and 20% styrene butadiene latex, compared with control mix respectively. This increase in hardened density is 4.3% and 6.2% for pervious concrete with 10% and 20%

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a) Effect of rubber fiber on pervious concrete flexural and splitting tensile strength

b) Effect of crumb rubber on pervious concrete flexural and splitting tensile strength Fig. 17. Influence of rubber fiber and crumb rubber on pervious concrete flexural and splitting tensile strength.

styrene butadiene latex, respectively. This results agree with Baoshan Huang et al. [24]. 4.5.2. Voids ratio for fresh and hardened pervious concrete The influence of using styrene butadiene latex on voids ratio of pervious concrete is shown in Fig. 26. From this figure, it is clear that the increase of styrene butadiene latex decreases the resulting voids ratios. This behavior is the same for pervious concrete with and without recycled aggregate concrete. From the test, results, for concrete without recycled aggregate the decrease in hardened pervious concrete voids ratio is 11% and 19% for 10% and 20% styrene butadiene latex, respectively compared with control mix. The reduction in voids ratio may be due to the enhancement of concrete workability. This finding agrees with Bhutta et al. test results [20]. 4.5.3. Water permeability coefficient The influence of styrene butadiene latex on pervious concrete water permeability is presented in Fig. 27. From this graph, the

increase of styrene butadiene latex content slightly decreases pervious concrete water permeability. The decrease in pervious concrete water permeability is 5.7% and 11.5% for 10% and 20% styrene butadiene latex for concrete without recycled aggregate, respectively compared with control mix. This behavior may be attributed to the lower voids ratio of pervious concrete with styrene butadiene latex. These results agree with Baoshan Huang et al. test result [24]. 4.5.4. Compressive strength for pervious concrete The influence of styrene butadiene latex on pervious concrete compressive strength is presented in Fig. 28. From the test results, the use of styrene butadiene latex is positively affect pervious concrete compressive strength. The increase in pervious concrete 28 days compressive strength for concrete without recycled aggregate is 37% and 52% for 10% and 20% styrene butadiene latex, respectively. This is due to the improvement in the internal cohesion between cement matrix and aggregate in addition to the increase of bond between cement matrix and aggregate [33,34].

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a) Effect of rubber fiber on pervious concrete degradation

b) Effect of crumb rubber on pervious concrete degradation Fig. 18. Influence of rubber fiber and crumb rubber on pervious concrete degradation.

Fig. 19. Influence of silica fume on pervious concrete density.

4.5.5. Flexural and splitting tensile strength Fig. 29 shows the influence of styrene butadiene latex on 28 day’s pervious concrete flexural and splitting tensile strength.

From this Figure, styrene butadiene latex improves pervious concrete flexural and splitting tensile strength. This trend is the same for pervious concrete with and without recycled aggregate. The

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Fig. 20. Influence of silica fume on pervious concrete voids ratio.

Fig. 21. Influence of silica fume on pervious concrete permeability.

Fig. 22. Influence of silica fume on pervious concrete compressive strength.

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Fig. 23. Influence of silica fume on pervious concrete flexural and splitting tensile strength.

Fig. 24. Influence of silica fume on pervious concrete degradation.

Fig. 25. Influence of styrene butadiene latex on pervious concrete density.

increase in pervious concrete 28 days splitting tensile strength for concrete without recycled aggregate is 2.6% and 9.2% for 10% and 20% styrene butadiene latex, respectively compared with control mix. This positive effect may be attributed to the fiber network that

created in cement composite in addition to the enhancement in bond between cement matrix and aggregate [34]. Also, it is important to state that the use of 10% and 20% styrene butadiene latex improves the tensile strength of pervious concrete with

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Fig. 26. Influence of styrene butadiene latex on pervious concrete voids ratio.

Fig. 27. Influence of styrene butadiene latex on pervious concrete permeability.

Fig. 28. Influence of styrene butadiene latex on pervious concrete compressive strength.

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Fig. 29. Influence of styrene butadiene latex on pervious concrete flexural and splitting tensile strength.

Fig. 30. Influence of styrene butadiene latex on pervious concrete degradation.

100% recycled aggregate to achieve the minimum accepted limit given by ACI 522R [9]. The positive effect of styrene butadiene latex on splitting tensile strength is the same for pervious concrete flexural strength. 4.5.6. Pervious concrete degradation Influence of styrene butadiene latex on pervious concrete degradation is shown in Fig. 30. The results shows that the increase of styrene butadiene latex levels decreases the degradation for pervious concrete. The reduction in pervious concrete degradation compared with control mix is 46.7% and 54.3% for 10% and 20% styrene butadiene latex content for pervious concrete without recycled aggregate. Also, as in case of tensile strength, the use of 10% and 20% styrene butadiene latex enhances the degradation resistance of pervious concrete with 100% recycled aggregate to yield the typical limits given in Table 3. 5. General relations 5.1. Correlation between 28 days compressive strength and density The influence of pervious concrete hardened density (q) on compressive strength (fc) is shown in Fig. 31. From this figure,

the increase of pervious concrete density increases the compressive strength for pervious concrete.

Fc ¼ 0:0006e0:0053q ; R2 ¼ 0:8566 This relation can be used to estimate the 28 days compressive strength from the hardened density and vice versa. 5.2. Correlation between 28 days compressive strength and voids ratio Fig. 32 shows the relation between 28 days compressive strength (fc) and voids ratio for pervious concrete. From this Figure, the increase of voids ratio decreases 28 days compressive strength.

Fc ¼ 0:9511ðVoids ratioÞ þ 25:659; R2 ¼ 0:7837 This relation can be used to predict the voids ratio from 28 days compressive strength and vice versa. 5.3. Correlation between 28 days compressive strength and water permeability coefficient The relationship between compressive strength (fc) and water permeability coefficient (k) for pervious concrete is shown in Fig. 33. From this figure, the 28 days compressive strength of pervious concrete greatly influences by the permeability coefficient.

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Fig. 31. Correlation between 28 days compressive strength and hardened density.

Fig. 32. Correlation between 28 days compressive strength and voids ratio.

Fig. 33. Correlation between compressive strength and permeability coefficient.

The increase of permeability coefficient (k) deacreses the compressive strength for pervious concrete. The increase of the voids ratio leads to an increase in the permeability coefficient and this decreases compressive strength. The following equation is constructed using best fitting methods as given below:1:847

f c ¼ 2:2346k

: where R2 ¼ 0:7213

This relation can be used to predict the permeability coefficient from 28 days compressive strength and vice versa. 5.4. Correlation between compressive strength and flexural strength Fig. 34 shows the relation between 28 days compressive strength (fc) and 28 days flexural strength (fb). From this relation, the flexural strength of pervious concrete ranges between 12% and 42% from its compressive strength with average value of 27% as shown in Fig. 34. This percentage depends on the value of compressive strength where this values decreases with the compressive strength increase. Also as shown in Fig. 35, the relation between flexural strength and square root of compressive strength can be expressed as:-

0:5

f b ¼ 0:6915f c : where R2 ¼ 0:6552 5.5. Correlation between compressive strength (fc) and splitting tensile strength (ft) Figs. 36 and 37 show the relation between 28 days splitting tensile strength and 28 days compressive strength for pervious concrete. From this figures, the splitting tensile strength ranges between 5% and 35% with average value of 20% from the compressive strength. Also the relation between splitting tensile strength and and sqaure root of compressive strength can be expressed as:0:5

f t ¼ 0:382 f c : where R2 ¼ 0:4463 5.6. Correlation between flexural and splitting tensile strength and square root of compressive strength Fig. 38 shows the relation between 28 days flexural tensile strength and 28 days splitting strength as a function of square root of 28 days compressive strength. These relations can be used to

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Fig. 34. Correlation between (flexural / compressive strengths) ratio (fb/fc) and (fc) compressive strength.

Fig. 35. Correlation between flexural strength (fb) and square root of compressive strength (fc)

0.5.

R^2=0.08

Fig. 36. Correlation between splitting tensile /compressive strength (ft/fc) and compressive strength (fc).

Fig. 37. Correlation between splitting tensile strength (ft) and square root of compressive strength (fc)

0.5.

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Fig. 38. Correlation between flexural and splitting tensile strength and square root of compressive strength.

Fig. 39. Correlation between 28 days compressive strength and degradation.

estimate the flexure and splitting strength in terms of compressive strength. 5.7. Correlation between compressive strength and degradation Fig. 39 shows the relation between 28 days compressive strength (fc) and degradation for pervious concrete mixes. From this figure, the increase of pervious concrete compressive strength decreases pervious concrete degradation. 6. Conclusions Based on the previous findings, the following conclusions may be drawn:1- The use of recycled aggregate, polypropylene fibers, rubber fiber and crumb rubber slightly affect the permeability indices where the use of silica fume and styrene butadiene latex yields more pronounced effect on the permeability indices. 2- Using recycled concrete aggregate has a significant negative effect on cube compressive strength but the achieved results are still in the proposed typical ranges by ACI 522R. 3- Tensile strength test results of pervious concrete indicate that the use of recycled aggregate has a significant negative effect where the use of 50% and 100% recycled aggregate generally yields splitting tensile strengths less that the recommended ranges.

4- Increase recycled concrete aggregate levels in pervious concrete increases pervious concrete degradation and based on the typical recommended values of pervious concrete degradation, it is critical to use the 100% recycled aggregate in pervious concrete. 5- The use of polypropylene fiber slightly decreases pervious concrete compressive strength. 6- The polypropylene fibers has a positive effect on pervious concrete flexural, splitting tensile strength and degradation percentage. This improvement enhances the tensile strength of pervious concrete mix with 50% and 100% recycled aggregate to achieve the accepted limits. 7- The use of rubber fibers and crumb rubber decreases the compressive and tensile strengths of pervious concrete where an enhancement is observed in degradation resistance. Also, it is not recommended to use rubber fibers and crumb rubber in corroborated with recycled aggregate. 8- Addition of silica fume significantly enhances strength indices of pervious concrete where it is recommended to use 10% silica fume in case of using recycled aggregate in pervious concrete production. 9- Styrene butadiene latex positively affect pervious concrete strength indices. Also, the use of 10% and 20% styrene butadiene latex improves the tensile strength and degradation resistance of pervious concrete with 50% and 100% recycled aggregate to the accepted limit values given by ACI 522R. 10- Based on the experimental test results, general relations are established between different studied parameters.

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