APPLICATION BASED MIX PROPORTIONING FOR SELFCOMPACTING CONCRETE

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1 APPLICATION BASED MIX PROPORTIONING FOR SELFCOMPACTING CONCRETE Anirwan Sengupta*, IIT Madras, Chennai, India Manu Santhanam, IIT Madras, Chennai, India 31st Conference on OUR WORLD IN CONCRETE & STRUCTURES: August 2006, Singapore Article Online Id: The online version of this article can be found at: This article is brought to you with the support of Singapore Concrete Institute All Rights reserved for CI Premier PTE LTD You are not Allowed to re distribute or re sale the article in any format without written approval of CI Premier PTE LTD Visit Our Website for more information

2 31 st Conference on OUR WORLD IN CONCRETE & STRUCTURES: August 2006, Singapore APPLICATION BASED MIX PROPORTIONING FOR SELF- COMPACTING CONCRETE Anirwan Sengupta*, IIT Madras, Chennai, India Manu Santhanam, IIT Madras, Chennai, India Abstract EFNARC 2002 was the first internationally recognized set of guidelines and specifications for self-compacting concrete. However, it proposed of a single range of workability for all applications. Subsequent studies from Europe indicated that different applications require the self-compacting concrete to have different ranges of flowability and segregation resistance. This aspect has been incorporated in EFNARC SCC is now classified into different consistency classes based on its slump flow and flow time through V Funnel. Attempts were made to arrive at optimum mix proportions for various consistency classes of SCC with locally available materials. Adequate passing ability for all mixes was ensured by keeping the proportion of coarse aggregates low as the aggregates had high degree of flakiness and elongation. Higher slump-flow mixes were found to require large paste contents, and the V-Funnel time was found to be mainly influenced by the water-powder ratio and the dosages of superplasticizer and/or VMA. Keywords: SCC, consistency, slump flow, V-funnel, VMA 1. Introduction Self-compacting concrete is yet to find a regular place in field concreting practice. Paucity of codes and standards has been one of the reasons for this slow growth in its popularity, as practicing engineers feel more comfortable and secure when they are working within the jurisdiction of codes and specifications, unlike their counterparts in research. JCSE (Japan), UNI (Italy) and EFNARC (European Union) have drafted codes for SCC in the early part of this millennium, out of which the latter is internationally recognized. The first version of the EFNARC guidelines [1] proposed self compacting concrete with single range of workability for all applications. However, for SCC, as in the case of conventional vibrated concretes, the recommended range of workability for slender and relatively congested members (like columns, piles etc.) is much higher than that of large members (like raft, slab or ramp). Later on, EFNARC classified SCC in its new guidelines [2] into different consistency classes according to different applications based on the studies of Walraven [3]. The workability of self-compacting concrete is measured in terms of different parameters, namely filling ability, segregation resistance and passing ability. Although several test methods and apparatus have been developed to characterize the properties of SCC, no single method or even combination of tests has achieved universal approval. This is another reason of lack of popularity of SCC among field

3 engineers. The codes and specifications, while written to facilitate the users to achieve the desired results at site, are perceived more as documents that are to be conformed to at any cost. It should be understood that the codes and the specifications are just means to achieve the ends. In this paper an attempt is made to understand the requirements for different application based self-compacting concretes and develop a means to arrive at the required proportions. 2. Different Classes Of Self-Compacting Concrete The conventionally vibrated concretes are traditionally classified into different grades of strength only. However, they can also be classified in terms of different grades of workability in terms of slump, exposure class, placement temperature or allowable Nominal Maximum Size of Aggregate (NMSA). In Indian Nuclear Projects even conventionally vibrated concretes are specified for multiple parameters. A concrete of grade H25A20/150 25/23 0 C would mean that the concrete is of High density, i.e. a density greater than 3630 kg/m 3, with a 28 day characteristic strength of 25 MPa, NMSA of 20mm, slump requirement at the point of pour of mm and the maximum allowable temperature at the point of pour of 23 0 C. In the present day scenario with the advent of Ready Mix Concrete industries and a shift of specifications from being prescription based to performance based, multiple grades of concretes help to define the contractual liabilities of performing agencies. Self-compacting concrete can have different rheological grades, strength grades or durability grades etc. based on the design requirements. In this paper different application based rheological grades of SCC are discussed. Table 1 gives an overview of the different classes of SCC as described in EFNARC 2005 [2]. Comparisons with EFNARC 2002 [1] specifications are also provided. The flow and viscosity classes required for different applications are schematically represented in Figure 1. Table 1. Workability criteria for SCC Flow Classes EFNARC EFNARC Single Class SF-1 SF-2 SF-3 Slump Flow (mm) Viscosity Classes EFNARC EFNARC Single Class VS-1 / VF-1 VS-2 / VF-2 T 500 (seconds) > 2 V Funnel Time Passing Ability Classes EFNARC EFNARC Single Class PA-1 PA-2 Blocking Ratio in L-Box Barrier in no. of rebars Segregation Resistance EFNARC EFNARC Classes Single Class SR-1 SR-2 Percentage There are conflicts among different class boundaries in EFNARC 2005 as found in Table A-1 to A-4 (pages 49-50) and Table A-6 (page 51). The values given in the former are accepted here to avoid ambiguity.

4 lf Figure 1. Different consistency classes of Self Compacting Concrete [2] te (EFNARC, 2005) 3. Materials Used The properties of materials used are described in Table 2. The combined gradation of aggregates is presented in Figure 2. Table 2. Properties of materials used in the study Cement Procured from single source; 53 Grade Ordinary Portland Cement conforming to IS [4] Specific gravity: 3.13, Fineness: 308 m 2 /kg Fly Ash Conforming to Type F Fly Ash as per ASTM [5] Specific gravity: 2.21, Fineness: 450 m 2 /kg Granite Dust Fine powder procured from tile industry Specific gravity: 2.67, Fineness: 500 m 2 /kg Fine Aggregate River Sand conforming to Zone III of IS [6] Specific gravity: 2.55, Fineness modulus: 2.51 Coarse Aggregate Crushed Granite conforming to IS [7] Specific gravity: 2.89 Super Plasticizer VMA Conforming to ASTM C 494 [8], Type G with a generic base of Poly Carboxylate Ether ; Total dissolved solids = 35% Polysaccharide based with 2% Active solids

5 Combined Aggregate Gradation for SCC Granite Dust not considered CA20 : CA10 : NS = 13.5 : 31.5 : 55 % age Passing Sieve Size (mm) 4. Mixture Proportioning Combined Grading Figure 2. Combined Aggregate Gradation used for development of SCC The methodology adopted in this study is that of trial and error by slight modification of EFNARC-2002 method. The aim was to design six distinct consistency classes of SCC as follows (see Figure 1 for clarifications): A SF3 VF1 C SF2 VF1 E SF1 VF1 B SF3 VF2 D SF2 VF1 F SF1 VF1 Then particular consistency target ranges were set for each class of mix based on the recommendations of EFNARC These are summarized in Tables 3 and 4. Table 3 -Table of Flow Classes of SCC (After EFNARC 2005) EFNARC 2005 (Table A-1) Flow Classes SF-1 SF-2 SF-3 Target Slump Flow [ TSF] (mm) Lower Limit for Slump Flow [LLSF] (mm) Upper Limit for Slump Flow [ULSF] (mm) Table 4 - Table of Viscosity Classes of SCC (After EFNARC 2005) EFNARC (Table A-2) Viscosity Classes VF-1 VF-2 Target V- Funnel Time [TVF] (sec) 5 17 Lower Limit for V- Funnel Time [ LLVF] (sec) 2 9 Upper Limit for V- Funnel Time [ ULVF] (sec) 8 25

6 The acceptable results for Segregation Resistance for all mixes were limited to: VF (5 ) VF (0 ) 3 sec, i.e. the V-Funnel time at 5 minutes should not be more than 3 seconds than that at 0 minutes. In addition, the acceptable passing ability was defined as: 0.8 < L-Box (h 2 /h 1 ) < 1.0, i.e. the height of fill at the end should not be less than 0.8 times the height of fill at the base of the L-Box. It was decided that the powder composition for all the mixes shall be kept same so that it can be correlated for further studies. Based on the literature review and past experience, the paste volumes for SF-3, SF-2 and SF-1 were initially fixed at 41%, 38% and 35% respectively and a binary powder composition was selected as Cement: Fly Ash = 60: 40. However, for mixes having this level of replacement, the setting time was found to be very high especially when the mixes had high dosages of SP. This was overcome by replacing some part of the Fly Ash by granite powder. The fineness and comparatively higher specific gravity of granite powder also improved the stability of the mix. The first attempted mix was SF3-VF2. The coarse to fine aggregate ratio was initially kept at 50:50 with the coarse aggregates of 20 mm and 10 mm combined in the ratio 40:60. The dosage of admixture was adjusted during trials as per the requirements. The Slump-flow, T50, V-Funnel time (0 and 5 ) and Blocking Ratio as per L-Box test were conducted for conformance to the targeted consistency class. The shortcomings (if any) of the mix were analyzed as per the guidelines suggested in EFNARC 2005 and suitable corrective measures were adopted, in terms of adjusting the mixture proportions, until the requirements were met. Finally, the mixes that satisfied the required criteria were chosen to cast specimens for evaluation of hardened properties. Though the setting times of the mixes were not checked, mixes that were not de-mouldable next day were rejected and redesigned. The final proportions which met the requirements of the different consistency classes are presented in Table 5. The mix of consistency class SF3-VF1 could not be designed with NMSA 20 mm as a mix with such a high flow and low viscosity becomes prone to segregation when NMSA is greater than 12.5 mm. The powder contents for the mixes ranged from 512 kg/m 3 (for SF1-VF1) to 720 kg/m 3 (for SF3- VF2). In general, powder contents chosen were higher when higher flow and greater stability were desired. Table 5. Mix Proportions for different consistency classes of SCC Mix Designation (Consistenc y Class) Cement Fly Ash Stone Dust Water 20 mm 12.5 mm Sand SP VMA Kg/m 3 Kg/m 3 Kg/m 3 Kg/m 3 Kg/m 3 Kg/m 3 Kg/m 3 Kg/m 3 Kg/m 3 A (SF3-VF1) B (SF3-VF2) C (SF2-VF1) D (SF2-VF2) E (SF1-VF1) F (SF1-VF2) Results The fresh and hardened properties of different classes of self-compacting concrete are presented in Table 6. From the results presented in Table 6, it can be said that the mixes had fundamentally different flow characteristics, although all of them qualified as SCC. Mixes with higher powder (cement + fly ash) contents produced higher flows, and also produced concrete with higher compressive strengths, as a result of their lower water to binder ratios. In each flow category, the increase of viscosity (i.e. change from VF1 to VF 2) resulted in increased compressive strength.

7 Mix Designation (Consistency Class) Table 6. Fresh and Hardened Properties of Different Classes of SCC Slump Flow FRESH CONCRETE PROPERTIES COMPRESSIVE STRENGTH T-50 VF 0 VF 5 L-Box 3 D 7 D 28 D mm sec sec sec h 2 h 1 MPa MPa MPa A (SF3-VF1) B (SF3-VF2) C (SF2-VF1) D (SF2-VF2) E (SF1-VF1) F (SF1-VF2) A good correlation between T-50 of Abram s slump flow and the initial V funnel time was found (see Figure 3). This result is expected since both these tests reflect on the viscosity of the SCC. This was in agreement with the results obtained previously in the laboratory [9]. VF(0) (secs) Relation between T-50 and VF(0) y = x R 2 = T-50 (secs) Figure 3. Comparison of T-50 and VF (0) values A cube specimen from each mixture was vertically cut using a diamond tipped saw to observe the distribution of aggregates in it. The cut sections of the 6 mixtures are shown in Figure 4. The uniform aggregate size distribution throughout the section of all specimens indicates good segregation resistance.

8 A B C D E F Figure 4. Cut sections from all mixtures indicating good segregation resistance 5. CONCLUSIONS i. Six different consistency classes of SCC as per EFNARC-2005 were produced in the laboratory using locally available materials. All mixes satisfied the criteria set forth by EFNARC, and showed good passing ability and segregation resistance. ii. Higher powder contents were needed to design SCC for high flow combined with stability. The higher powder content mixtures also resulted in the highest compressive strengths. iii. A good correlation was found between the initial V-funnel flow time and the T-50 from slump flow test. REFERENCES 1. Specification and Guidelines for Self-Compacting Concrete February 2002, The European Federation of Specialist Construction Chemicals and Concrete Systems (EFNARC). 2. The European Guidelines for Self-Compacting Concrete Specification, Production and Use May 2005, The European Federation of Specialist Construction Chemicals and Concrete Systems (EFNARC). 3. J. Walraven, Structural Aspects of Self-Compacting Concrete, Proceedings of the 3 rd International RILEM Symposium on Self-Compacting Concrete, O. Wallevik and I. Nielsson, Ed., RILEM Publications, 2003, pp IS , Specification for 53 grade ordinary Portland cement, Bureau of Indian Standards, New Delhi, India. 5. ASTM C618 00, Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete, ASTM, Philadelphia, USA. 6. IS , Specification for coarse and fine aggregates from natural sources for concrete, Bureau of Indian Standards, New Delhi, India. 7. IS , Methods of test for aggregates for concrete - Part I to Part VIII, Bureau of Indian Standards, New Delhi, India. 8. ASTM C494 99m, Standard Specification for Chemical Admixtures for Concrete, ASTM, Philadelphia, USA. 9. Santhanam, M., and Mahesh, Y. V. S. S. U., Simple test methods to characterise the rheology of self compacting concrete, Indian Concrete Journal, Vol.78, No.6, June 2004, pp

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