Effect of Perlite on Thermal Conductivity of Self Compacting Concrete | Статья в журнале «Молодой ученый»

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Рубрика: Технические науки

Опубликовано в Молодой учёный №14 (200) апрель 2018 г.

Дата публикации: 09.04.2018

Статья просмотрена: 10 раз

Библиографическое описание:

Фараг Х. А. Effect of Perlite on Thermal Conductivity of Self Compacting Concrete // Молодой ученый. — 2018. — №14. — С. 38-38. — URL https://moluch.ru/archive/200/49306/ (дата обращения: 19.11.2019).



Concrete is a unique material. It is used not only in construction, but most of all it is claimed in this sphere, since it is practically impossible to erect a building without concrete. The strongest foundation, roof, walls, balusters, paving slabs, table-tops for the living room or kitchen and even vases — that's far from a complete list of products from this material. Improving the methods of creating and processing concrete has made it possible to almost equalize it in popularity and relevance with materials such as marble or granite. Due to the fact that any natural stone has a certain radiation background. Concrete is perhaps less aesthetic, but even the minimum radiation is absent. In addition, another undoubted advantage of concrete is that instead of the purchased material it is entirely possible to create your own version with the characteristics required for a particular task.

Бетон — материал уникальный. Он применяется не только в строительстве, однако более всего востребован именно в этой сфере, поскольку возвести здание без бетона практически невозможно. Крепчайший фундамент, крыша, стены, балясины, тротуарная плитка, столешницы для гостиной или кухни и даже вазы, — вот далеко не полный перечень изделий из данного материала. Усовершенствование методов создания и обработки бетона позволило почти уравнять его по популярности и востребованности с такими материалами как мрамор или гранит. Обусловлено это тем, что любой натуральный камень обладает определенным радиационным фоном. Бетон, возможно, менее эстетичен, однако даже минимальное излучение у него отсутствует. Кроме того, еще одним несомненным достоинством бетона является то, что вместо покупного материала вполне можно самостоятельно создать свой вариант с требуемыми для конкретной задачи характеристиками.

Rigid pavements are mainly used for major highways and airport runways. Cement concrete pavements represent the group of rigid pavements. Concrete is a composite material comprising of cement, mineral aggregate, water and admixtures. A properly designed mix ensures strong, stable and durable pavement layer that offers better resistance to repetitive vehicular loads as well as withstand effects of environmental variations. Rigid pavements are analyzed as thick plate in which plane sections remain plane before and after bending (Huang, 2004). The major design factors considered for pavement analysis are traffic loading, environment (temperature and precipitation), materials and failure criteria. The daily repetitive vehicular traffic load causes fatigue failure of pavement, which is considered as a major design criterion for analysis of rigid pavements (Fwa & Liu, 2006). Equally important are the stresses induced in the pavement slab on account of thermal loads. The stresses developed on account of temperature changes can be of equal magnitude to the stresses induced by wheel loads (Fwa & Liu, 2006). The thermal stresses developed in the slab are tensile in nature. As cement concrete is a weak material in tension, the thermal stresses are as critical as wheel loads in the analysis of rigid pavements. The thermal stresses have an influence on the plan dimensions of the slab, design of temperature reinforcement alongwith joint design and spacing.

Temperature effects on cement concrete pavements

The daily and seasonal temperature variations, along with solar radiation, develop a temperature gradient in the concrete pavement. The temperature gradient so developed causes curling of the pavement slab. As per American Concrete Institute, curling is defined as distortion of any essentially linear or planar member into a curved shape such as warping of a slab due to creep or to differences of temperature or moisture content in the zones adjacent to its opposite faces (Gedafa et al, 2009). Due to the self weight of the concrete slab and interaction of slab base with founding layer the curling of slab is prevented. This induces stresses in the pavement (Huang, 2004 & Gedafa et al 2009). Curling is a daily phenomenan that develops stresses in the slab and also affects the slab- subgrade contact. The heating of slab surface during day time, causes curling downward (positive temperature gradient). During night time, cooling of the slab causes upward curling (negative temperature gradient).

The temperature effects on rigid pavements are studied from 1920s. Westergaard (1927), proposed the solution for temperature curling (4). Bradbury (1938), assumed linear temperature differential for curling stress analysis (4). Teller and Sutherland (4), reported that the actual temperature profile across the slab thickness is non-linear in nature (1935). Thomlinson (1940), addressed the curling stress problem due to non-linear temperature profile for the first time. Mirambell (1990), Choubane and Tia (1992, 1995), Lee and Darter (1993), Harik et al (1994), Masad et al (1996), Mohamed and Hansen (1997), Ioannides and Khazanovich (1998) and Ioannides and Salsilli- Murua (1999), have reported the non-linearity of temperature profile across slab thickness (Hiller & Roesler, 2010).

The curling in concrete slab is actually a combination of five components, which are primarily nonlinear in nature (Rao & Roesler, 2005). Curling comprises of temperature gradient through the slab, moisture gradient through the slab, built in temperature gradient, differential drying shrinkage and creep.

The temperature gradient induced curling stresses may cause premature cracking of concrete pavements. The thermal conductivity of concrete and heat transfer coefficient have influence on temperature gradient along the concrete slab. These value help to predict the pavement slab performance vis-à-vis temperature variations (Kim, Jeon, Kim, & Yang, 2003).

Thermal Conductivity of cement concrete

The property that characterizes the ability of the material to transfer heat is thermal conductivity (k). It is a specific property of the material. k, is a measure of the rate at which heat (energy) passes perpendicularly through a unit area of a homogenous material of unit thickness for a temperature difference of one degree. Thermal conductivity measurement is important to understand the heat flow in cement concrete pavements.

There are two main methods to measure thermal conductivity of materials, viz. the steady state method and the transient method (Bindiganavile, Batool & Suresh, 2012). Steady state methods are adopted for homogeneous materials. In this method, the flux is proportional to the temperature gradient along the direction of flow. The experimental procedures are time consuming however, the thermal conductivity values obtained by this method are accurate. The methods of steady state thermal conductivity analysis include, guarded hot plate method, unguarded hot plate method and cylindrical probe method to name a few. The transient analyses are the non- steady methods adopted for heterogenous materials with moisture. Though the test procedures are relatively fast, the accuracy of the k value is less. The common methods adopted for transient analysis are laser flash method, step method, transient line, transient strip and transient plane method.

In the present study, steady state method has been adopted to measure the thermal conductivity values. The guarded hot plate method (ASTM C177) as recommended in ACI 122R, has been adopted for the present study. This is a commonly used test method for measuring thermal conductivity of cement concrete for pavement applications (Wang, Hu & Ge, 2008). The thermal conductivity of concrete governs the rate of heat flow through the concrete structure. The main factors that influence the thermal conductivity of concrete are mineralogical characters of the aggregates, cement content, water content, and air void content alongwith temperature and moisture condition of concrete (Wang, Hu & Ge, 2008). Of the above mentioned factors, the important factors that govern the thermal conductivity of concrete are the mineralogical characters of the aggregate and the exposure of concrete to moisture conditions. Concrete prepared with siliceous aggregates have higher thermal conductivity than concrete prepared with carbonate aggregates (Kodur & Sultan, 2003). Addition of light weight aggregate material like perlite helps reduce the k values (& Gül, 2003). The thermal conductivity of water is much higher than air (10). Hence, the thermal conductivity of moist concrete will be more than the dry specimen. Cement content in the concrete mix also influences the k values. Increase in cement content, increases the thermal conductivity. Powder additions (like flyash, slag) help lower the k values by reducing the cement content. Of all the powder additions, flyash is more effective in reducing the thermal conductivity values of concrete

Self Compacting Concrete (SCC)

SCC is a rheodynamic concrete that flows under its own weight with minimal segregation, ensuring a uniform, defect free and quality product (EFNARC, 2005; Domone, 2006; Mehta & Monteiro, 2006). SCC differs from normal concrete in three aspects, viz. high cement content, high fines content and use of high range water reducing admixtures (HRWR) or superplasticizers. SCC was first conceptualized in Japan in 1980. As per the mix design proposed by Okamura (Naik, Kumar, Ramme & Canpolat, 2012), the mix proportioning of SCC is done in such a way that,

The coarse aggregate content is limited to 50 % of the solid volume.

The fine aggregate content is fixed at 40 % of the mortar fraction.

Water cement ratio by volume is in the range of 0.9 to 1 depending on the properties of cementitious mix. The HRWR dosage is determined on the basis of degree of self compactability desired.

Once the mix design is finalized, the ingredients are mixed and tested for the fresh properties viz. filling

ability (slump flow test ASTM C1611), passing ability (J-ring test ASTM C1621) and segregation resistance (Visual Stability Index VSI). The mechanical properties of SCC are tested as per the procedures laid down in the reference codes for the test of normal concrete.

Experimental Programme

The experimental program has been divided in two stages viz.

Stage 1: Mix design for M-40 grade of Self Compacting Concrete (SCC) with crushed (manufactured) sand, flyash (as cement replacement) and perlite (as sand replacement) alongwith testing of fresh state and hardened state properties.

Stage 2: Thermal conductivity (k) studies on SCC mix with optimized flyash dosage and varying perlite dosage.

There are three mix design methodologies for SCC reported in the literature viz. the powder method, the admixture method and the combination of powder and admixture method (Türkel & Ali, 2010; Hodgson et al, 2005).

For the present study, powder mix design method has been adopted for SCC. Further the mix design guidelines prescribed in EFNARC and discussed by Naik, Kumar, Ramme and Canpolat (2012) have been adopted.

Materials

Ordinary Portland cement (Grade 53) confirming to IS: 12269–1987 has been adopted for the laboratory trials. The results of tests results of various physical properties of cement and perlite have been given in Table 1. Table 2 lists all the chemical composition and compressive strength test result of cement. Coarse aggregates (CA) and fine aggregates (FA) (manufactured sand) were procured from local quarry. All the physical and mechanical property tests prescribed for aggregates in IS: 2386 (Part I to IV)-1963 have been performed. Class C flyash confirming to IS: 3812 (Part 2)-2003 from Ramagundam thermal power plant has been used. The chemical composition of flyash used has been given in Table 2. Lightweight aggregate, Perlite, has been used as a replacement material for FA. The sieve analysis of perlite, confirms to the specification prescribed in ASTM C332–99. The chemical composition and properties of perlite have been specified in Table 2.Polycarboxylate ether based (PCE) superplasticizer (HRWR) has been used for the proposed mix.

5.2 Concrete Mix
As per the IRC: 58–2011 guidelines, cement concrete pavement slab is designed on the basis of flexural strength. Further, it has been mentioned that in no case the 28 day flexural strength of pavement quality concrete (PQC) should be less than 4.5MPa. The flexural strength of concrete is measured as per IS: 516–1959 or as per the relationship prescribed in IS: 456–2000,
Fcr= 0.7× fck

where,

Fcr: flexural strength of concrete (modulus of rupture) MPa.

fck: characteristic compressive cube strength of concrete MPa.

By substituting the 28 day flexural strength of 4.5MPa, it is found that the characteristic strength is around
41MPa. Hence, for pavement applications, it can be deduced that the minimum grade of concrete has to be M40. As per the mix design procedure, prescribed by IS: 10262–2009, the target compressive strength for M40 grade of concrete is 48.25MPa.
The mix proportion adopted for the study is M-40 grade of SCC. The material proportions adopted are tabulated in Table 3. Mix 1 corresponds to M-40 grade of SCC with crushed sand with 100 % cement. No additives were added to this mix. Mix 2 represents SCC mix with 20 % flyash added as a cement replacement
admixture. 20 % flyash addition has been decided based on the laboratory trials undertaken. 28-day compressive strength and 28-day flexural strength were the deciding criteria to fix the optimal flyash dosage level. The proposed flyash dosage is in line with the recommendations of NCHRP Report 628 (Khayat & Mitchell, 2009) that states, 20 % flyash dosage to SCC mixes exhibits better workability, slump retention as well as high level of static stability (resistance to segregation). Mix 3 to 6 included perlite as a replacement material to fine aggregates. Based on the particle size of perlite, it was used to replace fine sand component of FA (300μ and 150μ size). The amount of perlite was varied at the rate of 2.5 % of fine sand component.

Conclusions

Based on the above experimental study, following conclusions can be deduced;

Thermal studies on cement concrete are important for rigid pavement analysis. The thermal stresses influence the joint spacing and design of temperature reinforcements for rigid pavements.

The powder based SCC mix ensures a homogenous and dense matrix with minimum risk of segregation.

From the test results on mechanical properties it is observed that, all the specimens satisfy the 28-day flexural strength criteria of 4.5MPa. Hence, the optimal value of perlite dosage has been decided on the basis of 28- day compressive strength. From the studies undertaken, it is observed that 5 % perlite dosage gives a maximum 28-day compressive strength of 51.852MPa (28-day flexural strength of the said mix is 8.4MPa). Hence, 5 % perlite dosage is preferred perlite dosage from the strength perspective.

Addition of flyash and perlite brings down the density of the mix. The thermal conductivity values of the concrete mix decreases at all temperature ranges, with decrease in density.

At lower temperature, the k values are higher as compared to the k value at higher temperature. This is attributed to the fact that, the residual moisture present in the concrete specimen gets dried up with increase in temperature. Hence, the k value decreases at higher temperature.

Usually in Indian conditions, the peak pavement surface temperature is in the range of 50oC to 60oC during summer season.

It is observed that addition of flyash (Mix 2) alone brings down the k value by 12.64 % as compared to the k value of Mix 1 at 50oC to 60oC range.

The k value of M40 SCC mix with 20 % flyash and 5 % perlite is 20.78 % lower than the k value for M40 SCC mix with 100 % cement at a temperature range of 50oC to 60oC.

The reduction in k value, decreases the thermal gradient developed in the rigid pavement. This helps in preventing premature cracking of pavement on account of temperature variation.

References:

  1. Huang Y. H. (2004). Pavement Analysis and Design (2nd ed.). New Jersey: Pearson Prentice Hall.
  2. Fwa T. F. & Liu Wei (2006).Design of Rigid Pavements. In Fwa T. F. (Ed.) The Handbook of Highway Engineering (pp. 9–1 9–57). Boca Raton: CRC Press.
  3. Gedafa D. S., Fredrichs K., Hossian M., Meggers D & Siddique Z. Q. (2009). Curling of new concrete pavement and long term performance. Proceedings of Mid-Continent Transportation Research Symposium. Iowa
  4. Hiller J. E. & Roesler J. R. (2010). Simplified Nonlinear Temperature Curling Analysis for Jointed Concrete Pavements. Journal of Transportation Engineering, 136, 7, 654–663.
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  6. Kim Kook-Han, Jeon Sang-Eun, Kim Jin-Keun & Yang S (2003). An experimental study on thermal conductivity of concrete. Cement and Concrete Research. 33, 363–371.
  7. Bindiganavile V., Batool F. & Suresh N (2012). Effect of flyash on thermal properties of cement based foams evaluated by transient plane heat source. The Indian Concrete Journal. 86, 11, 7–14.
  8. ASTM Standard C177, (2004). Standard Test Method for Steady State Heat Flux Measurements and Thermal Transmission Properties by means of Guarded Hot Plate Apparatus. ASTM International.
  9. ACI 122R-02 (2002). Guide to Thermal Properties of Concrete and Masonry Systems. American Concrete Institute.
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  13. EFNARC (2005). The European Guidelines for Self Compacting Concrete Specification, Production and Use. European Federation of National Associations Representing producers and applicators of specialist building products for Concrete.
  14. Domone, P. L. (2006). Self-compacting concrete: An analysis of 11 years of case studies. Cement and Concrete Composites, 28, 2, 197- 208.
  15. Mehta P. K. & Monteiro P. J. M. (2006), Concrete Microstructure, Properties and Materials. (3rd ed). San Francisco: McGraw Hill Publishers.
  16. Naik T. R., Kumar Rakesh, Ramme B. W. & Canpolat F. (2012). Development of high-strength, economical self consolidating concrete. Construction and Building Materials, 30, 463–469.
  17. Türkel S & Ali K. (2010). Fresh and Hardened Properties of SCC Made with Different Aggregate and Mineral Admixture. Journal of Materials in Civil Engineering, 22, 10, 1025–1032.
  18. Hodgson D III., Schindler A. K., Brown D. A., & Stroup-Gardiner M. (2005). Self Consolidating Concrete for use in Drilled Shaft Applications. Journal of Materials in Civil Engineering, 17, 3, 363–369.
  19. IS 12269 (1987). Indian Standard, Specification for 53 Grade Ordinary Portland Cement, New Delhi.
  20. IS 2386 (Part I to IV) (1963). Indian Standard, Methods of test for aggregate for concrete, New Delhi.
  21. IS 3812 (Part 2) (2003). Indian Standard, Pulverized Fuel Ash — Specification Part 2 for use as admixture in Cement mortar and concrete, New Delhi.
  22. ASTM C332–99 (2000). Standard Specification for Lightweight Aggregates for Insulating Concrete. American Standards for Testing and Materials. United States.
  23. IRC: 58 (2011). Guidelines for the Design of Plain Jointed Rigid Pavements for Highways. Indian Roads Congress, New Delhi. IS 516 (1959). Indian Standard, Method of Tests for Strength of Concrete, New Delhi.
  24. IS: 456 (2000). Indian Standard, Plain and Reinforced Concrete Code of Practice, New Delhi.
  25. IS 10262 (2009). Indian Standard. Concrete Mix Proportioning Guidelines, New Delhi.
  26. Khayat K. H. & Mitchell D (2009). National Cooperative Highway Research Program (NCHRP) Report 628. Self Consolidating Concrete for Precast, Prestressed Concrete Bridge Elements. Transportation Research Board, Washington.
  27. IS 13311 (Part 2) 1992, Indian Standard, Non-Destructive testing of Concrete Methods of Test, Part 2 Rebound Hammer, New Delhi.
  28. IS 13311 (Part 1) 1992, Indian Standard, Non-Destructive testing of Concrete Methods of Test, Part 1 Ultrasonic Pulse Velocity, New Delhi.
Основные термины (генерируются автоматически): SCC, ASTM, EFNARC, HRWR, NCHRP, IRC, ACI, CRC, PCE, III.


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