The effects of different sandstone aggregates on concrete strength

Construction and Building Materials 35 (2012) 294–303

Contents lists available at SciVerse ScienceDirect

Construction and Building Materials journal homepage: www.elsevier.com/locate/conbuildmat

The effects of different sandstone aggregates on concrete strength M. Yılmaz ⇑, A. Tug˘rul _ _ Istanbul University, Faculty of Engineering, Department of Geological Engineering, Avcılar/Istanbul, Turkey

h i g h l i g h t s " Sandstones vary in composition and may cause different concrete strength. " We examine the influence of different sandstone aggregates on concrete strength. " Subarkose and arkose cemented with clay cause lower concrete strength.

a r t i c l e

i n f o

Article history: Received 29 November 2011 Received in revised form 29 February 2012 Accepted 24 April 2012

Keywords: Sandstone Aggregate Concrete strength

a b s t r a c t Sandstones vary in composition and consequently when used in concrete as aggregate may cause different concrete strengths. However, there are few data about correlating the effects of different sandstone aggregates. In this work we have highlighted some mechanical aspects concerning the use of different sandstones as concrete aggregate. The sandstone samples were first tested to determine their petrographic characteristics and aggregate properties. Then, concretes were prepared by using these aggregates, and fresh and hardened concrete properties were determined. The influence of different sandstone aggregates on the strength of the concrete was evaluated. According to the results obtained, subarkose–arkose, sublitharenite–litharenite and arkose aggregates which have clay cement caused approximately a 40–50% reduction in concrete strength when compared to subarkose, quartz sandstone and arkose aggregates which have carbonate cement, because these aggregates result in weaker bonding between aggregate and cement than others. Ó 2012 Elsevier Ltd. All rights reserved.

1. Introduction Aggregates are the major constituents of concrete and typically occupy between 60% and 80% of the concrete volume [1]. Properties of both fresh and hardened concrete are mainly influenced by the quality of aggregate, including its long-term durability and resistance to cracking [2–4]. It is well known that the inhomogeneous structure of concrete can be described as a three-phase system consisting of hardened cement paste, aggregate and the interface between aggregate particles and cement paste [5]. Due to the relatively high differences of stiffness of between aggregate and hardened cement paste, stress concentrations are formed around the aggregate particles in the interfacial zone. Therefore, the bond strength that maintains the stresses distribution at the interfacial zone influences highly the compressive strength of concrete composite [3,5]. Strength performance remains the most important property of structural concrete, from an engineering viewpoint [6]. The relation between concrete composition and mechanical properties ⇑ Corresponding author. Tel.: +90 212 4737295; fax: +90 212 4737180. E-mail address: [email protected] (M. Yılmaz). 0950-0618/$ - see front matter Ó 2012 Elsevier Ltd. All rights reserved. http://dx.doi.org/10.1016/j.conbuildmat.2012.04.014

has long been a matter of research interest [7–9]. The strength of the concrete is determined by the characteristics of the cement, coarse aggregate, mixture proportions including w/c and the interface [3]. For the same quality cement, different types of coarse aggregate with different shape, texture, mineralogy and strength may result in different concrete strengths. However, the limitation of the water/cement ratio (W/C) concept is becoming more apparent with the development of high-performance concrete, in which the aggregate plays a more important role [10]. Sandstone is a widespread aggregate resource and is increasingly being used in concrete construction around the world [11]. The geological properties of this sedimentary rock are fairly diverse such as quartzite, arkose, subarkose and greywacke aggregate that may produce a range of hardened concrete properties. Therefore, it is important that the aggregate can be easily characterized to obtain predictable concrete properties. The aim of this study was to evaluate the composition, physical and mechanical properties of different sandstone aggregates on the strength of concrete. To date, many researchers [1,2,5,6,8–11] have attempted to investigate the effect of different types of aggregates but there is little information about correlating different types of sandstone aggregates on concrete strength.

M. Yılmaz, A. Tug˘rul / Construction and Building Materials 35 (2012) 294–303

Sandstones used in this study are widespread in both sides of Istanbul in Turkey. The samples were taken as being representative of different sandstones. They were fresh or slightly weathered. A total of seven different sandstones was sampled and subjected to the laboratory studies. 2. Description of the selected sandstones Petrographical characteristics of the sandstones collected from the Omerli, Ayazag˘a and Cebeciköy regions in Istanbul were determined by thin section studies. According to these studies, mineralogical composition, cement and particle size of the different sandstones were determined and classified (Table 1).

295

pieces using a laboratory jaw crusher. The aggregate tests undertaken included percentage of fine materials, methylene blue test, sand equivalent test, relative density, water absorption, Los Angeles test, Micro-Deval test, flakiness index and magnesium sulfate (MgSO4) test. The results of these tests are given in Table 2. Tests were performed in accordance with European Standards (EN). Each test was performed at least three times. 3.2. Cement properties The cement type used in this study was CEM II 42.5 R which was checked which conformed to EN 197-1 (2000). The chemical, physical and mechanical features of this cement are given in Table 3. 3.3. Preparation of concrete specimens

3. Laboratory analysis 3.1. Aggregate properties The studied sandstone samples were broken into smaller pieces by hammer. Aggregate fractions were prepared from the smaller

In order to investigate the effects of different sandstone aggregates on the strength of concrete, seven concrete mixtures were designed. Tests were performed in accordance with TS 802 (1985) standard. The mixture proportions of testing concretes are given in Table 4. As seen in this table; all mixtures were designed

Table 1 Petrographical characteristics of studied sandstones. Sample code

Composition

Cement

Particle size

Classification [12]

KM1

Few clay

Fine–medium

Subarkose/arkose

Clay

Coarse

KM5

Quartz, feldspar, serizite, muscovite, rock fragments (schist, quartzite, silicious sedimentary rock fragments) Quartz, feldspar, rock fragments (quartzite, schist, phyllite), serizite, muscovite, opaque min. Quartz, feldspar, clay, muscovite, rock fragments

Clay

K3 K4

Quartz, feldspar, muscovite, serizite Quartz, feldspar, muscovite, calcite, opaque min.

AKT

Quartz, feldispar, muscovite

CBKT

Quartz, feldispar, muscovite, rock fragments

Carbonate Carbonate and very few clay Carbonate and very few clay Very few carbonate

Very fine–fine– medium Fine Fine–medium

Sublitharenite– litharenite Arkose

KM4

Arkose Quartz sandstone

Fine–medium

Subarkose

Fine

Subarkose

Table 2 Results of aggregate tests. Aggregate tests Fine materials (%) (0–4 mm) EN 933-1 (1997) Methylene blue absorption (gr/kg) EN 933-9 (2009) Sand equivalent (%) EN 933-8 (1999) Saturated surface dried relative density (gr/cm3) EN 1097-6 (2000) 0–4 mm 4–11.2 mm 11.2–22.4 mm Water absorption (%) EN 1097-6 (2000) 0–4 mm 4–11.2 mm 11.2–22.4 mm Los Angeles coefficient (%) EN 1097-2 (2010) Micro-Deval coefficient (%) EN 1097-1 (2011) MgSO4 value (%) EN 1367-2 (2009) Flakiness indices (%) EN 933-3 (1997) 4–11.2 mm 11.2–22.4 mm

KM1

KM4

KM5

K3

K4

AKT

CBKT

11.7

7.3

12

10.0

9.3

7.2

6.5

2.25

2.5

4

1.25

0.50

1.2

1.4

30

53

35

38

65

36

65

2.75 2.70 2.69

2.70 2.65 2.62

2.77 2.64 2.66

2.70 2.73 2.73

2.70 2.71 2.73

2.68 2.71 2.72

2.68 2.70 2.71

2.63 2.19 2.03

2.21 2.17 2.19

3.75 3.65 3.62

2.45 0.89 0.45

1.82 0.48 0.37

1.6 0.7 0.7

1.6 0.7 0.5

26

34

29

13

14

20

22

46

65

86

40

15

19

18

65

87

82

36

12

10

12

46 31

48 26

63 35

37 13

33 10

19 11

20 12

M. Yılmaz, A. Tug˘rul / Construction and Building Materials 35 (2012) 294–303

296

Table 3 Cement properties used in testing concretes. Cement properties

Table 5 The properties of fresh concrete.

CEM II 42.5 R

Chemical properties Insoluble residue (%) SiO2 (%) Al2O3 (%) Fe2O3 (%) CaO (%) MgO (%) Na2O (%) K2O (%) SO3 (%) Losses of ignition Cl (%) Free CaO (%)

0.87 21.94 5.51 2.67 62.26 2.07 0.23 0.63 2.13 3.03 0.0145 0.70

Physical properties Relative density Specific surface (cm2/gr) Water/cement ratio (%) Initial setting time (hh:mm) Final setting time (hh:mm) Volume expansion (mm) Compressive strength 2 days (MPa) 7 days (MPa) 28 days (MPa)

Concrete code

KM1

KM4

KM5

K3

K4

AKT

CBKT

Slump (mm) (initial) Air content (%) Density (kg/m3)

150 1.7 2274

145 1.5 2252

150 1.5 2247

140 1.9 2369

140 1.8 2400

150 2 2348

150 3.4 2320

moved from the mold and cured in lime-saturated water until the age of tests. Compressive strength tests and splitting tensile strength test were performed to determine hardened concrete properties. The results of these tests are given in Table 6. The compressive strength tests were performed on the hardened concrete specimens at ages of 7 and 28-days. The tests were carried out according to the procedures given by EN 12390-3 (2009). Table 6 displays the results of compressive strength at different ages. The results ranged between 9.1–29.4 MPa at 7-days and 12.1–40.4 MPa at 28-days were the lowest. These values are the lowest KM5 and the highest belonged to K4 at 7-days and AKT at 28-days. The splitting tensile strengths were determined on concretes in accordance with EN 12390-6 (2009) (Table 6). The results at 28days varied between 1 and 3.5 MPa. Maximum splitting tensile strength values belonged to AKT, and the minimum values belonged to KM5.

3.11 4130 28 150 180 0.5 28.4 48.2 60.6

Table 4 Concrete mix design. Concrete sample 3

Cement (kg/m ) Water (kg/m3) Natural sand (kg/m3) Crushed sand (0/4 mm) (kg/m3) Crushed stone 1 No (4/11,2 mm) (kg/m3) Crushed stone 2 No (11,2/22,4 mm) (kg/m3) Chemical additive (kg/m3) Water/cement

KM1 KM4 KM5 K3

K4

AKT CBKT

300 236 202 572 491

300 211 221 621 397

300 205 534 255 442

300 235 203 565 485

300 287 195 489 499

300 213 217 611 394

300 215 509 269 454

489 480 502 636 646 591 564 2.4 2.4 2.4 3.78 3.78 1.80 1.80 0.78 0.78 0.96 0.71 0.70 0.68 0.72

with a w/c ratio of ranged between 0.68 and 0.96 obtaining similar consistency (slump) which is shown in Table 5 and a free water content of ranged between 205 and 287 kg/m3. In all mixtures, cement content was kept constant and lignosülfonate based plasticers admixture were used. 3.4. Fresh and hardened concrete properties To evaluate fresh concrete properties, the fresh concrete tests undertaken included slump, air void and density. The results of these tests are given in Table 5. Tests were performed in accordance with EN Standards. The initial slump and slump after 60 min were determined according to the procedures recommended by EN 12350-2 (2009). The results are presented in Table 5. The initial slump values of the all mixes ranged between 140 and 150 mm. The air content test was carried out according to EN 12350-7 (2009). As seen in Table 5, air content values ranged between 1.5% and 3.4%. This value is the lowest for KM4 and KM5, and the highest belongs to CBKT. The density was also determined in accordance with EN 12350-6 (2009). The results are presented in Table 5. According to the results obtained, maximum density belongs to K4, and the minimum density belongs to KM5. Hardened concrete properties were determined from six 150mm  150-mm  150-mm cubes. After 24 h, concretes were re-

3.5. Scanning electron microscope (SEM) observations SEM analysis was carried out to examine the fracture and bond characteristics of hardened concretes produced from different sandstone aggregates. The concrete samples for SEM analysis were dried at 105 °C for 24 h. The dried concrete samples were carefully broken. Freshly fractured surfaces were coated with gold in a vacuum evaporator. They were examined by a scanning electron microscope (SEM) to determine morphological and mineralogical features. SEM images were also fitted with electron dispersive spectroscopy (EDS).

4. Discussion The compressive and splitting tensile strengths of concretes produced from different sandstones are shown in Fig. 1. As seen in this figure, crushed aggregates of subarkoses (AKT and CBKT) produced higher compressive and splitting tensile strength than other sandstones. The 28-day compressive strength of concretes made with subarkose–arkose (KM1), sublitharenite–litharenite (KM4) and arkose (KM5) aggregates were nearly 40–50% lower when compared to subarkose aggregate concrete. This was probably due to containing high percentage of clay cement and coarse particle size (KM4) of these samples.

Table 6 The properties of hardened concrete. Concrete code Compressive strength (MPa) Splitting tensile strength (MPa)

KM1 KM4 KM5 K3 K4 AKT CBKT

7 days

28 days

28 days

15.2 17.8 9.1 24.2 26.4 20.6 21.5

20.4 21.9 12.1 30.3 32.7 40.4 37

1.4 2 1 2.9 3.2 3.5 3.2

M. Yılmaz, A. Tug˘rul / Construction and Building Materials 35 (2012) 294–303

1.2

45

Strengths of concrete (MPa)

297

40 1 35 0.8

30 25

0.6 20 0.4

15 10

0.2 5 0

KM1

KM4

KM5

K3

K4

AKT

CBKT

0

Sample code Compressive strength 7 days

Compressive strength 28 days

Splitting tensile strength 28 days

Water-cement ratio

Fig. 1. Results of compressive and splitting tensile strength of hardened concrete samples and relationship between water–cement ratio and strength properties.

Fig. 2. Relationships between fine materials in sandstones and; (a) compressive strength and (b) splitting tensile strength of concretes produced from studied sandstones.

Fig. 3. Relationships between compressive strength of concretes produced from studied sandstones and quality of very fine particles in fine sandstone aggregates; methylene blue absorption value. (For interpretation of the references to color in this figure legend, the reader is referred to the web version of this article.)

It is known that concrete strength is affected by changing the water–cement ratio and cement dosage. In this study, different sandstone aggregates and same cement type and dosage may produce different strengths at the different water/cement ratio (Tables 4 and 6). As seen in Fig. 1, water–cement ratio reduces the

strengths of concretes, highest water–cement ratio cause lowest compressive and splitting tensile strength. Deleterious materials such as clay, silt and dust in aggregates may result in expansion when wetted and damage the bonding between the aggregate and the cement [1,13]. In this study it was found that compressive and splitting tensile strengths of concretes produced from sandstones decreased when amount of fine materials increased (Fig. 2a and b). To determine the quality of very fine particles in fine aggregates, the test results of methylene blue and sand equivalent were used. The test results display amounts of potential harmful material in fine aggregates [14]. Low absorption values show small amounts of clay which has low absorption [15]. As seen in Fig. 3; increased compressive strength of concrete produced from sandstones is related to a decrease in methylene blue absorption value. In this study, subarkose/arkose (OS1), sublitharenite/litharenite (OS4) and arkose (OS5) samples showed higher amounts of methylene blue values and lower amount of sand equivalent values than other sandstones (Table 2). This is probably due to the high percentage of clay cement present in these samples and consequently this would cause lower compressive strength than strength of other sandstone concretes. The similar results were obtained by Eryurtlu et al. [16] and Hasdemir [17].

M. Yılmaz, A. Tug˘rul / Construction and Building Materials 35 (2012) 294–303

298

(a)

(b)

(c)

(d)

Fig. 4. Relationships between: (a) compressive strength and flakiness indices of 4–11.2 mm sandstone aggregates, (b) compressive strength and flakiness indices of 11.2– 22.4 mm sandstone aggregates, (c) splitting tensile strength and flakiness indices of 4–11.2 mm sandstone aggregates, and (d) splitting tensile strength and flakiness indices of 11.2–22.4 mm sandstone aggregates.

The shape of aggregate particles is an important property and is mainly influenced by petrographic, fabric and structural characteristics of the rock and production techniques [18–20]. Fig. 4 indicates that the compressive and splitting tensile strengths of hardened concretes produced from sandstones decreased while the flakiness indices of sandstone aggregates, which have different particle sizes, increased. This was observed for all the aggregate samples (Fig. 4a–d) and was also found to be parallel to the finding of Smith and Collis [19]. Water absorption value of aggregate effects on physical and mechanical properties of aggregates [19]. There is generally a strong positive correlation between aggregate porosity and aggregate strength, and so aggregates that absorb more water are generally weaker, which can affect the strength of the concrete [2,10]. In this study it is clearly seen that compressive strength of hardened sandstone concretes decreased while the water absorption value of different types of sandstone aggregates increased and this was observed for all sandstone aggregate samples (Fig. 5). Especially, subarkose–arkose (KM1), sublitharenite–litharenite (KM4) and arkose (KM5) aggregates had more water absorption than other

sandstone aggregates (Table 2). This is because of the clay cement which resulted in a higher water demand of concrete mixing and consequently this would decrease the compressive strength. The Los Angeles coefficient is one that reflects the aggregate resistance to abrasion and fragmentation due to impact and it has a considerable utility in determining the quality of the aggregates for the specification of requirements for their specific usages [3,21]. In this study, sublitharenite–litharenite (KM4) aggregates have higher fragmentation value than other sandstone aggregates (Table 2). This is probably due to the mineralogical characteristics of this sample which includes coarse particle size (Table 1). The wet attrition of coarse aggregates has gained popularity in recent years, with the Micro-Deval test emerging as the most common method [22]. The test measures the durability and abrasion resistance of aggregates through abrasion between aggregate particles and steel balls in the presence of water [23]. In this study, there is a good linear relationship between Micro-Deval coefficients and compressive and splitting tensile strength of sandstones concrete samples. Fig. 6 indicates that the compressive and splitting tensile strength of sandstone concretes decreased

M. Yılmaz, A. Tug˘rul / Construction and Building Materials 35 (2012) 294–303

299

(b)

(a)

(c)

Fig. 5. Relationships between compressive strength and water absorption value of (a) 0–4 mm sandstone aggregates, (b) 4–11.2 mm sandstone aggregates, and (c) 11.2– 22.4 mm sandstone aggregates.

(a)

(b)

Fig. 6. Relationships between Micro-Deval coefficients of sandstones and; (a) compressive strength and (b) splitting tensile strength of concretes produced from studied sandstones.

M. Yılmaz, A. Tug˘rul / Construction and Building Materials 35 (2012) 294–303

300

while a Micro-Deval coefficient of sandstone aggregates increased. According to test results, subarkose–arkose (KM1), sublitharenite– litharenite (KM4) and arkose (KM5 and K3) aggregates have less abrasion resistance than other sandstone aggregates (Table 2) and consequently this would cause lower compressive and splitting tensile strength of concretes produced from these sandstones (Table 6). Sulfate soundness tests are fairly common methods used in routine quality control of aggregates. This test triggers crystallization and/or hydration pressures in the pores of aggregates, which can lead to significant damage [1]. According to this study, there is a linear relationship between MgSO4 values and compressive and splitting tensile strength of sandstones concrete samples. Fig. 7 indicates that the compressive and splitting tensile strength of sandstone concretes decreased while MgSO4 values of sandstone aggregates increased. Subarkose–arkose (KM1), sublitharenite– litharenite (KM4) and arkose (KM5 and K3) aggregates had more MgSO4 value than other sandstone aggregates (Table 2) and consequently this would cause lower compressive and splitting tensile strengths of concretes produced from these sandstones (Table 6). According to Mehta and Monteiro [2], it is useful to divide concrete into three general categories based on compressive strength. As seen in Table 7, hardened sandstone concretes were classified based on 28-day compressive strength. Arkose (KM5) cemented with clay can be used in low strength concretes; subarkose–arkose (KM1), sublitharenite–litharenite (KM4), subarkose (CBKT), arkose (K3) and quartz sandstone (K4) can be used in moderate strength concretes; subarkose (AKT) cemented with carbonate can be used in high strength concretes.

The interface of aggregate–cement pastes has a significant effect on the strength of concrete [24]. The importance of the chemical bonding mechanism depends on the mineralogical composition of the aggregates. Typically, aggregates cemented with carbonates produce higher bonding strengths than aggregates cemented with clay because chemical reactions between the aggregate and the cement paste improve mechanical interlock [25]. However, Tasong et al. [26] indicated that chemical interactions between the aggregate and the cement paste may also reduce bond strength. For example, reactions with limestone aggregates can increase the porosity of the interfacial zone in early age concrete, and reactions with sandstone aggregate can breakdown feldspar into swelling clay minerals in later age concrete. Selective sandstone aggregates are utilized to improve the strength properties of concrete. In this present investigation, concrete composites containing subarkose aggregates cemented with carbonate (AKT) and arkose/sublitharenite cemented with clay (KM5) were subjected to both SEM and EDS studies. An interesting feature of the microstructure analysis revealed that a strong interfacial bonding between cement paste-subarkose aggregates and a poor interfacial bonding between cement paste-arkose/sublitharenite was established respectively (Figs. 8 and 9). The presence of certain clay cements in the arkose/sublitharenite (KM5) had the highest effect on final concrete performance because clays with a high water absorption capacity will impact the overall water–cement ratio (w/c) of the concrete (Table 4) and cause a 40–50% lower compressive strength (Table 6). Since the sandstone aggregates cemented with clay (arkose/sublitharenite) undergo expansions on wetting during concrete production, these aggregates subject to drying-shrinkage after hardening and therefore would ad-

Table 7 Classification of sandstone concretes according to their 28 day compressive strength. Hardened sandstone concretes (28 days) Subarkose–arkose (KM1) Sublitharenite–litharenite (KM4) Arkose (KM5) Arkose (K3) Quartz sandstone (K4) Subarkose (AKT) Subarkose (CBKT)

(a)

Low strength concrete (<20 MPa)

Moderate strength concrete (20–40 MPa)

High strength concrete (>40 MPa)

U U U U U U U

(b)

Fig. 7. Relationships between MgSO4 values of sandstones and; (a) compressive strength and (b) splitting tensile strength of concretes produced from studied sandstones.

M. Yılmaz, A. Tug˘rul / Construction and Building Materials 35 (2012) 294–303

301

Fig. 8. (a) SEM image of AKT sample and cement interface and (b) EDS images of AKT sample and cement.

versely affect the characteristics of the interfacial transition zone (Fig. 9). 5. Conclusions The conclusions drawn from the current research may be summarized as follows. 1. For the same quality and quantity of cement, different types of sandstone aggregates with different mineralogical composition, cement type, texture and therefore physical and mechanical properties may result in different concrete strengths.

2. Concrete mixtures prepared with subarkose aggregates have nearly 40–50% higher compressive and splitting tensile strengths compared to subarkose–arkose, sublitharenite– litharenite and arkose aggregates. 3. SEM and EDS analyses confirmed that the presence of clay cement in the sandstone aggregates influenced the boundary between cement paste and aggregate. This would cause a significant effect on the strength of concrete. 4. There were generally good relationships between physical– mechanical properties of aggregates (except Los Angeles coefficient) and strengths of sandstone concretes at a 95% confidence level.

M. Yılmaz, A. Tug˘rul / Construction and Building Materials 35 (2012) 294–303

302

Fig. 9. (a) SEM image of KM5 sample and cement interface and (b) EDS images of KM5 sample and cement.

5. The strength of clay cemented sandstone aggregates are mainly affected by water. Therefore, the reason for a better relationship between Micro-Deval coefficient and concrete strength than Los Angeles coefficient and strength of concrete is the presence of certain clay cements in the arkose/ sublitharenite aggregates. 6. Arkose cemented with clay and subarkose cemented with carbonate are suitable for low and high strength concrete productions respectively. Subarkose–arkose, sublitharenite–litharenite, subarkose, arkose and quartz sandstone can be used in moderate strength concretes.

Acknowledgment This study was supported by the Research Fund of the Istanbul University. Project Number: 517/05052006.

References [1] Thomas MDA, Folliard KJ. In: Page CL, Page MM, editors. Concrete aggregates and the durability of concrete. Durability of concrete and cement composites. Woodhead Publishing Limited and CRC Press; 2007. p. 247–81. [2] Mehta PK, Monteiro PJM. Concrete: microstructure, properties, and materials. 3rd ed. New York: The McGraw-Hill; 2006. [3] Neville AM. Properties of concrete. 4th ed. London: Pitman; 1995. [4] Kosmatka SH, Kerkhoff B, Panarese WC. Design and control of concrete mixtures. EB001, Portland Cement Association; 2002. [5] Aulia TB, Deutschmann K. Effect of mechanical properties of aggregate on the ductility of high performance concrete. LACER 1999;4:133–47. [6] Wu KR, Chen B, Yao W, Zhang D. Effect of coarse aggregate type on mechanical properties of high-performance concrete. Cement Concrete Res 2001;31:1421–5. [7] Kaplan MF. Ultrasonic pulse velocity, dynamic modulus of elasticity, poisson ratio, and strength of concrete made with thirteen different coarse aggregates. RILEM Bull., No.1, New Series; 1986. p. 17–28. [8] Davies DE, Alexander MG. Properties of aggregate in concrete (Part 2). Hippo Quarrie, Sandton, South Africa: Hippo Quarries Technical Publication; 1992.

M. Yılmaz, A. Tug˘rul / Construction and Building Materials 35 (2012) 294–303 [9] Özturan T, Çeçen C. Effect of coarse aggregate type on mechanical properties of concretes with different strength. Cement Concrete Res 1997;27:165–70. [10] Larrard F, Belloc A. The influence of aggregate on the compressive strength of normal and high-strength concrete. ACI Mater J 1997;94:417–25. [11] Mackechnie JR. Shrinkage of concrete containing graywacke sandstone aggregate. ACI Mater J 2006;103:390–6. [12] Folk RL. Petrology of sedimentary rocks. Austin, Texas: Hemphill Publishing Company; 1968. [13] Koukis G, Sabatakakis N, Spyropoulos A. Resistance variation of low quality aggregates. Bull Eng Geol Environ 2007;66:457–66. [14] Kandall PS, Lynn CY, Parker F. Tests for plastic fines in aggregates related to stripping in asphalt paving mixtures. National Center of Asphalt Technology Report No. 98–3, Auburn University Alabama; 1998. [15] Stapel EE, Verhoef PNW. The use of the methylene blue adsorption test in assessing the quality of basaltic tuff rock aggregate. Eng Geol 1989;26:233–46. [16] Eryurtlu D, Isßık M, Öztekin E. Kum esßdeg˘erlig˘i deneyinin beton performansı _ üzerine etkisinin incelenmesi. Beton 2004 Kongresi Bildiriler Kitabı, Istanbul; 2004. p. 604–14. [17] Hasdemir S. Metilen mavisi deney sonuçlarının beton basınç dayanımlarına _ etkisi. Beton 2004 Kongresi Bildiriler Kitabı, Istanbul; 2004. p. 615–22. [18] Ramsay DM, Dhir RK, Spence IM. The role of rock and clast fabric in the physical performance of crushed-rock aggregate. Eng Geol 1974;8:267–85.

303

[19] Smith MR, Collis L. Aggregates: sand, gravel and crushed rock aggregates for construction purposes. Geological Society, Engineering Geology Special Publication 17, London; 2001. [20] Korkanç M, Tug˘rul A. Evaluation of selected basalts from Nig˘de, Turkey, as source of concrete aggregates. Eng Geol 2004;75:291–307. [21] Fernlund JMR. 3-D image analysis size and shape method applied to the evaluation of the Los Angeles test. Eng Geol 2005;77:57–67. [22] Fowler DW, Allen JJ, Lange A, Range P. The prediction of coarse aggregate performance by Micro-Deval and other aggregate tests. International Research for Aggregate Research (ICAR), Report 507–1F; 2006. [23] Cooley LJ, James R. Micro-Deval testing of aggregates in the southeast. Transportation Research Record 1837. Transportation Research Board, Washington DC; 2003. p. 73–9. [24] Hewleet PC, editor. Lea’s chemistry of cement and concrete. New York: Wiley; 1998 [Copublished North, Central and South America]. [25] Grandet J, Olivier JP. Etude de la formation du monocarboaluminate de calcium hydrate au contact d’un granulat calcaire dans une pate de ciment portland. Cement Concrete Res 1980;1980(10):759–70. [26] Tasong WA, Lynsdale CJ, Cripps JC. Aggregate–cement paste interface I: Influence of aggregate physical properties. Cement Concrete Res 1998;28(10):1453–65.