Compressive strength of high volume coal bottom ash utilization as fine aggregate in fly ash-cement blended concrete

Transcription

1 International Journal of Engineering & Technology Sciences ISSN Academic Research Online Publisher Research Article Compressive strength of high volume coal bottom ash utilization as fine aggregate in fly ash-cement blended concrete Abdulhameed Umar Abubakar a *, Khairul Salleh Baharudin b a, Graduate Student Civil Engineering Department, Infrastructure University Kuala Lumpur, Malaysia b Associate Professor of Civil Engineering, Infrastructure University Kuala Lumpur (formerly KLIUC), Malaysia *Corresponding author Tel.: abdulhameedabubakar@rocketmail.com A b s t r a c t Keywords: By-products, Coal bottom ash, Fly ash, Concrete, Aggregate. This paper presents the investigation done on high volume utilization of coal bottom ash (CBA) as fine aggregate and partially replacing fly ash with cement in concrete production. Tests conducted include analysis of the physical and chemical properties of CBA aggregates, workability of the concrete, compressive strength and density. The workability was found to decrease as large volume of CBA is utilized, the compressive strength increases with an increase in the curing duration. The density decreased with an increase in percentage replacement. Accepted:21 July 2013 Academic Research Online Publisher. All rights reserved. 1. Introduction Challenges of sustainable development arise from the need to utilize our resources without compromising that of the future generations to come. In civil engineering practice, sustainability involves the use of materials that were otherwise considered as by-products from industrial processes to make affordable and environmental friendly products. This has lead to the creation of green & environmental friendly design and products that years ago were considered a mirage. Electricity generation industry in Malaysia is mainly powered by gas, but coal is gaining favour in the generation fuel mix. This can be attributed to two factors which are availability and cost: currently, Malaysia demands more than 30 metric tonnes of coal per year but only produce 1 metric tonne so the country must import large amounts of coal [1]. Combustion of coal to generate electricity in a boiler produces about 80% of the unburned material or ash which is entrained in the flue gas and is captured and recovered as fly ash. The remaining 20% of

2 the ash is dry bottom ash, a dark grey, granular, porous, predominantly sand size material that is collected in water-filled hoppers at the bottom of the furnace as by-product which is deposited in ash pond either as slurry or transported in trucks to a huge landfill. Whichever way, it requires a vast area of land for the disposal which is not possible in urban areas. The disposal technique has also come under huge criticism from environmental groups that heavy metals tends to leach to the nearest fresh water sources and cause contamination necessitating immediate solution to the problem of waste disposal. There has been a considerable amount of research on the utilization of coal bottom ash (CBA) in concrete production either as fine aggregate, coarse and even cement replacements with some encouraging results by [2-5]. However, utilization of bottom ash has been mainly restricted to smaller percentages in the mix. According to [6] percentage replacements of about percent have shown remarkable improvement in both concrete and mortar production with a small reduction of strength which can be overcome with a longer curing duration. This investigation intends to utilize high volume CBA in concrete by combining it with fly ash to improve the properties of coal bottom ash concrete. In [7], it was reported that when fly ash is used as an admixture in concrete, the early age compressive strength and long term corrosion resisting characteristics of concrete is improved. Partial to near total replacement of CBA (20-80%) and fly ash (10-25%) was done, with different mixes using fly ash as replacement for cement and coal bottom ash for fine aggregates. Physical and chemical properties of the CBA aggregates, fresh concrete properties, strength and density were investigated and the results discussed. 2. Experimental procedures 2.1. Materials The cement used in this research was Lafarge Phoenix Brand, a brand of Portland cement which satisfied the specification for ordinary Portland cement MS EN 197-1:2007[8]. An eco-friendly building material with a minimum of 20% recycled content in its chemical composition. Coal bottom ash and fly ash were obtained from Tanjung Bin power plant in Pontian, Johor. The fly ash was obtained directly from the bottom of the electrostatic precipitator into a sack because of its powdery and dusty nature while the coal bottom ash is transported from the bottom of the boiler to an ash pond as liquid slurry where the sample was collected. At the lab, it was spread on a mixing tray to remove the excess moisture, and then placed in an oven at 105 +/- 5 C. The CBA was sieved and the size passing 4.75mm BS Sieve was used in the research. Likewise graded river sand passing the same gradation size with a fineness modulus of 2.65 was used. Coarse aggregate from crushed stone with a maximum nominal aggregate size of 19mm was used, both the fine and coarse aggregate conform to BS 812: Part [9]: Testing Aggregate specification. 227 P age

3 2.2. Mix Proportion A control mix containing OPC, natural sand and crushed rock aggregate was designed for a compressive strength of 35MPa at 28 days with a slump range of 25-75mm non-air entrained concrete using ACI Method of mix design. Natural sand was partially replaced with CBA in the range of 20, 40, 60 & 80% while the proportion used for fly ash by weight of cement was 10, 15, 20 & 25%. The mix proportion is given in table 1 for 3No 150 mm cubes moulds. Table 1: Mix design at constant slump range Quantities Cement (kg/ m 3 ) Fly ash (kg/ m 3 ) Water (kg/m 3 ) Fine Agg. (kg/ m 3 ) Bottom ash (kg/ m 3 ) Coarse Agg. (kg /m 3 ) Control %FA %CBA 15%FA %CBA 20%FA %CBA 25%FA 80%CBA CBA = coal bottom ash FA = fly ash The water to cementitious ratio (cement + fly ash) was varied from because it was not possible to maintain a constant w/c ratio for the high volume bottom ash concrete due to high absorption of water. Many trial mixes were conducted to ensure that the concrete was workable but the slump at the lower bound was always selected in order to have a high strength with lower water content. Table 2: Replacement and water cement ratios. Sample Cement (%) Fly ash (%) Sand (%) Bottom ash (%) W / ( C + F) control %FA %CBA 15%FA %CBA 20%FA %CBA 25%FA 80%CBA Batching and Mixing Batching was done by weight using the mix proportion presented in table1. The mixing process was done using mechanical tilting mixer and the procedure was the same as that of the normal weight 228 P age

4 concrete. Upon emptying the content of the mixer, slump test was conducted in accordance with BS 1881: Part 102: 1983[10] to measure the consistency Casting and Curing of specimen Sixty numbers of 150x150x150mm concrete cube samples were casted with a considerable number of the cubes repeated outside the initial sixty especially at the early stages. Each batch mix was made to produce cubes to be tested for compressive strength at 7, 28, 56 & 90 days. The curing duration was extended beyond 28 days to study the effect of pozzolanic reaction of CBA which usually manifest after 28days. Density was also determined at the above mentioned curing duration. The fresh concrete was casted in steel mould in three layers and tampered with a tamping rod, the side of the mould rodded and then compacted on a vibrating table. While on the vibrating table, additional sample was added to fill in the gap created as a result of the vibration. The duration of the vibration usually lasted for 45seconds or when air bubbles appeared on the surface of the concrete, but it should be noted that total absence of entrapped air is not possible. The casted specimen was placed in the laboratory for 24 hrs at 27+/-1 C in accordance to MS 26: Part 1:2009[11] before immersed in curing tank until testing day Detail of tests Grain size analysis conducted was in accordance to BS : 1990[12], more so, an analysis of fine aggregate & bottom ash was conducted with respect to BS 410:2000 test sieves[13]. Specific gravity was tested based on pycnometer procedure using ASTM D [14]. The determination of moisture condition of the CBA on oven dried condition at the time of conducting the experiment was done in accordance to BS EN : 2000[15] for a duration of 10, 20, 30 & 60 minutes to ascertain the initial water absorption of the bottom ash. Chemical composition analysis was conducted on the bottom ash and fly ash samples, the results compared with BS EN 450-1:2005 and ASTM C 618. Fresh and hardened concrete properties were determined for the sample prepared; the slump and compacting factor tests were carried out in accordance with BS 1881: Part 102: 1983[10] and BS 1881: Part 103: 1983[16] respectively. The compressive strength test and the density test were carried out in accordance to BS 1881: Part 116: 1983[17] and BS 1881: Part 114: 1983[18] respectively. 3. Results and discussion 3.1. Physical properties The sieve analysis of CBA was conducted in accordance to BS 410:2000[13]. The result of the analysis showed that it is distributed from fine gravel to fine sand with a very large percentage of the sand from coarse to medium sand conforming to BS 882:1992[20] requirements. 229 P age

5 Table 3: Sieve Analysis of Tanjung Bin CBA. BS sieve size Percentage retained (%) Cumulative percentage retained (%) Cumulative percentage passing (%) BS 3797:1990 Grade L1 (%) Grade L2 (%) 5.00mm mm mm mm µm µm µm µm µm µm µm The material passing 600µm and 300µm (No. 30 and 50 ASTM) sieve sizes were 29.6 and 18.8% respectively, showing that there were less material in that range, and about 45.2% passing 1.18mm (No. 16) meaning there were more materials larger than 150µm (No. 100) sieve. For the grading limits, Tanjung Bin coal bottom ash satisfies zone 1 and 2 for 600µm, zone 1, 2, 3 and 4 for 300µm. The requirements for 1.18mm satisfy for zone 1. BS 882: 1973[21] is based on the percentage passing 600µm. Therefore additional limits requirements was satisfied for all the limits of coarse, medium and fines aggregates. Aggregate grading zone 2 and 3 is often described as concreting sand which is derived from BS 882: 1992[20].The grading requirement for lightweight fine aggregate is given by BS 3797:1990[22]. Though, the requirements were met but it is always at the lower bound as evident from table 1 above with respect to [22] for Grade L1 and L2. Fig. 1:A representative sample of bottom ash on river sand. 230 P age

6 The specific gravity of the fly ash and CBA were found to be 2.45 and 1.9 respectively. The lower value of bottom ash specific gravity might be as a result of a number of factors, notable among them is the low iron oxide content of the bottom ash (6.58% from table 4); making Tanjung bin coal ash a class F according to ASTM C 618[23] classification. Another factor that might be responsible for the lower specific gravity is the coarse texture of the sand, the result of the sieve analysis indicated that it has a high percentage of particles from 5mm to 1.18mm. The work of [24] showed that bottom ash with low Gs posses a porous and vesicular texture; also [25] reported that porous bottom ash may present low Gs, sometimes as low as 1.6. The state of the material at the time it was utilized also affect the specific gravity, the bottom ash was oven dried at the time it was tested for specific gravity. Studies have shown that dry bottom ash has a lower specific gravity than saturated bottom ash. The result of 24hr water absorption of CBA showed that the absorption was 19% which is in line with the specification of ACI 213R[26], that lightweight concrete aggregate generally absorb from 5-20% by weight of dry aggregate depending on the pore structure of the aggregate. This is in contrast to normal weight concrete aggregate which absorb less than 2% moisture. CBA aggregate during testing for water absorption rate, was utilized in oven dried condition and soaked in distilled water for 10, 20, 30 & 60 minutes. It was then surfaced dried before placed in an oven for the equal amount of time it spends in the water. Upon, removal from the oven, it was spread to cool to avoid taking reading with temperature difference. The percentage water absorption rate was 8, 16, 17 & 34% for 10, 20, 30 & 60 minutes respectively. Absorption rate Absorption (%) Time (mins) Absorption rate Fig. 2: Rate of absorption of bottom ash aggregate. It was observed that the absorption for 60 minutes was higher than the 24 hours water absorption, this is due the fact that former was only oven dried for 60 minutes before it was tested while the latter was dried for 24 hours before it was tested. Some moisture might still be present in the CBA at the 231 P age

7 time of testing for the 60 minutes soaking, because the aim is to establish the rate of water absorption over a specified period of time. Another factor that might have warrant the high initial absorption has to do with the particle size of the CBA, the sieve analysis result indicated that it is distributed from fine gravel to fine sand with a large percentage of the sand in the coarse to medium sand gradation. Therefore, the tendency of the particles to have a large porous surface area is very high. Generally, lightweight aggregates have a high initial absorption of moisture, then the process slow down at a later stage when the inner pores are saturated. According to [27], for many purposes, the early absorption is the important one and this range from about 5 15% of the dry weight after 24 hrs, perhaps 3% to 12% after 30 minutes. The typical data normal aggregates are 0.5% to 2% for 24hrs absorption. Ultimately, the rate of absorption of lightweight aggregate depends on the aggregate type, particle size of the aggregate, the initialcondition of the aggregate (whether oven-dried or prewetted intentionally or otherwise) as we have seen in the case of coal bottom ash Chemical Composition Analysis The results of the chemical analysis of both coal bottom ash and fly ash using X-ray florescence (XRF) indicates that Tanjung Bin coal ash is a Class F as according to ASTM C 618 and BS EN because the sum of silicon oxide, aluminium oxide and iron oxide is greater than 70% (see table 4 below.) Table 4: Chemical analysis of coal ash samples Formula % by Mass % by Mass Requirement as per CBA Fly ash BS EN 450-1:2005 ASTM C 618 SiO Min 25% - Al 2 O Fe 2 O Total SiO 2 + Al 2 O 3 + Fe 2 O Min 70% (Class F) Min 70% (Class F) CaO K 2 O TiO MgO Max 4% Max 5% P 2 O Na 2 O Max 5% Max 1.5% SO Max 3% Max 5% BaO SrO CO According to ASTM C 618, class F ash can be attributed to the use of bituminous or anthracite coal which results in a low calcium content (in this case 6.59% and 7.38% respectively for bottom ash and fly ash.) The SO 3 content is less than the maximum presented by both standards, the alkali K 2 O & Na 2 O are mostly within the range of the relevant standards except for the former which is slightly above the standard for fly ash (1.56%.) 232 P age

8 3.3. Fresh concrete properties The result of the workability of fresh concrete was correlated between slump and compacting factor so as to satisfy the requirement of rheology of fresh concrete outlined in ACI 309R[28]. The workability decreased as the percentage replacement of bottom ash increases as measured from slump; even though slump is attacked as useless and poor indicator of concrete strength, its main purpose is to determine variations in uniformity that might occur in a given mix. Table 5: Workability at constant slump range Sample Slump measured Compacting factor (mm) Control FA% 20%CBA %FA 40%CBA %FA 60%CBA %FA 80%CBA The correlation between slump and compacting factor presented a result of medium workability with the exception of series 10%FA 20%CBA that presented a low workability. Result of the compacting factor indicated that values obtained for both series were and for the highest and lowest recorded. Table 2.1 of ACI 309R [28] reported that the compacting factor average is 0.85 for medium workability. It is worthy of mentioning that series 15%FA 40%CBA presented a somehow challenging results, because it has a very high value of slump (55mm) and a corresponding very high compacting factor value. The test was repeated several times, but the result remained the same or kept rising. There are a number of factors that might have contributed to this phenomenon, one of which is the water content. The water demand of the bottom ash warrants that additional water was added to satisfy the design slump range. Check revealed that the maximum w/c ratio utilized was as much as 0.77 compared to 0.48 of control mix. Moisture condition of aggregate plays an important role on the workability of concrete mix, with dry aggregates absorbing much water. When the water demand increases, the workability also increases which at the end will have a negative influence on the strength properties of the resulting concrete. According to Ghafoori (1992) as reported in [3], when identical w/c ratios were used, the concretes containing bottom ash were fairly stiff (dry) and displayed far less workability than the control mixes. He went further to add that this is attributed to the differences in shape and physical texture, as well as the difficulty in measuring the true absorption and moisture characteristics of the bottom ash aggregate, hence, the reason mixtures were designed at constant slump. It should also be noted that at higher percentage replacements, the mix lost its cohesiveness and appeared like a mortar mix. This is as a result of the physical and mechanical nature of the bottom ash during mixing. In lightweight aggregate, the force of gravity that compacts the concrete is reduced when the density of the concrete is lower. Drier and stiffer mixes require greater effort to achieve proper compaction. Compacting factor test is based on the principle that the concrete drop into the hoppers by its self weight, and at higher replacement, the density is greatly reduced. 233 P age

9 3.4. Hardened concrete properties Compressive strength In this research, water curing was employed and the duration extended to 90 days to study the effect of pozzolanic reaction; fly ash was the only admixture utilized by partially replacing with cement.the strength gain at early stages was very slow compared to that of the control concrete despite the addition of fly ash in the mix ratio. Replacement of 20%FA 60%CBA reached 20.9 MPa that is 89% of the control concrete at 7 days, and 31.6 MPa at 28 days. None of the replacements samples attained the target strength of 35 MPa at 28 days and it was expected that at 56 days, all the replacement samples might probably achieve the target strength.however, only 20%FA 60%CBA replacement attained the target strength, followed by 10%FA 20%CBA which came close with a 34.0 MPa. In [29], it was reported that replacement of bottom ash and fly ash in equal percentage from 0 20% presented a compressive strength between MPa for a w/c ratio of 0.48 at 28 days. The strength of 56 & 90 days was in excess of the target strength; the strength properties of this research therefore follow the trend of [29] but much slower at the beginning. Compressive Strength (MPa) Control 10%FA 20%CBA 15%FA 40%CBA 20%FA 60%CBA 25%FA 80%CBA 7 days 28 days 56 days 90 days Percentage Replacement (%) Fig. 3: Compressive strength results at constant slump range. When the curing days was extended to 90 days, replacement ratio up to 60% for bottom ash was above the target strength; in contrast, replacement ratio for bottom ash of 80% never went beyond 22.9MPa even at 90 days curing. This can be attributed to a number of factors which are: the aggregate to cement ratio became wide, the cohensionless nature of bottom ash making bonding between the components of the mix difficult. Despite the 25% fly ash incorporated with the 80% bottom ash, not enough chemical activity could be mustered from the combination. Secondly, the water to cementitious ratio was a staggering 0.77 (highest) compared to the 0.48 for the control concrete, and it is a well known fact that the higher the w/c ratio the lower the compressive strength. The water demand was as a result of the porous nature of the bottom ash in order to produce a 234 P age

10 workable concrete. The correlation between strength and water-cementitious ratio indicates that the strength decreases as the water content increases, except for 20%FA 60%CBA which produced a remarkable result. Despite a w/c ratio of 0.67, it was able to produce a percentage compressive strength of 104% and 108% respectively at 56 and 90 days curing with respect to the control sample Strength (MPa) Series Water/Cementitious ratio Fig. 4: Correlation between strength and water-cementitious ratio at 28 days Table 6 present the result of percentage compressive strength with respect to the control concrete and the effect of 20%FA 60%CBA replacement can be seen. Table 6: Percentage compressive strength at constant slump range Compressive strength (MPa) Percentage Compressive strength (%) Sample marking 7 days 28 days 56 days 90 days MPa % MPa % MPa % MPa % Control %FA 20%CBA 15%FA 40%CBA 20%FA 60%CBA 25%FA 80%CBA It can be seen that 20%FA 60%CBA was the only percentage to have attained the target strength at 56 days, the reason behind this gain in strength in contrast to that of the other replacements could not be completely understood but can only be speculated. The addition of fly ash in higher replacement ratio 235 P age

11 can be said to have speed up anyone of the following processes; hydration (which is a chemical reaction between the cement constituents and water accompanied by release of a considerable amount of heat), packing effect (a physical phenomenon which results a in denser packing of the material in which fine particles that were not fully reacted fill in the voids spaces present), nucleation reaction (occurs as a result of smaller particles of fly ash blending with cement paste to accelerate the reaction and form smaller cementing paste) and pozzolanic reaction since there are large volume of voids to be filled left by the bottom ash. Moreover, the fly ash to bottom ash ratio is 1/ Density Percentage replacement at higher percentages for both bottom ash and fly ash showed a decline in density of the concrete with an increase in the replacement ratio. The control samples had the highest density at all age s compared to other sample as shown in figure 5; maximum average density attained by a replacement sample was 2288 kg/m 3 and the lowest was 2072 kg/m Density (kg/m3) days 28 days 56 days 90 days 1900 Control 10%FA 20% CBA 15%FA 40% CBA 20%FA 60% CBA 25%FA 80% CBA Percentage Replacement (%) Fig. 5: Density of the concrete The density was higher at lower water/cement ratio, because of the cohesiveness of the mix and the bond strength between the cement and aggregate unlike at higher water/cement ratio where a considerable amount of water was required to attain the desired workability. Low specific gravity of bottom ash and fly ash with respect to that of sand is another factor. The density of bottom ash fly ash concrete decrease with an increase in replacement ratio, slightly at the beginning but at higher replacement, huge decreased is noticed. This is in conformity with Lydon and Balendran (1986) that the density of concrete increases with the increase in the density of aggregate as cited in [30]. 236 P age

12 4. Conclusions The following conclusions have been drawn after successfully conducting an evaluation on blended high volume coal bottom ash and fly ash concrete: i. An analysis of coal bottom ash aggregate reveal that it might require an additional amount of cement because of coarse and spherical nature to produce a workable mix. Chemical composition, state of the aggregate at the time of testing, relative position of the aggregate at the disposal site, size of the aggregate and production process, these are some of the factors that affect the performance of bottom ash aggregate. ii. Workability is a function of the water cement ratio; aggregate to cement ratio, particle shape of the aggregate, mineral admixture additions and percentage replacements iii. Concrete manufactured using a combination of bottom ash and fly ash can attain the desired compressive strength with an extended curing duration, appropriate natural & chemical admixtures and strict mix design supervision to avoid altering the rheology of the fresh concrete. Acknowledgments The authors would like to give gratitude to almighty Allah for giving them the opportunity to undertake this task and also the management of Malakoff Corporation operators of Tanjung Bin power plant for facilitating the use of their plant waste. The effort of the technical staff of Ikram Material Testing Laboratory is also appreciated. References [1] IEA Clean Coal Centre, Prospects for Coal and Clean Coal Technologies in Malaysia. 2010; [2] Andrade, L.B., Rocha, J.C. and M. Cheriaf., Influence of coal bottom ash as fine aggregate on fresh properties of concrete Construction and Building. 2008;23: [3] Ghafoori, N. and Bucholc, J., Investigation of lignite-based bottom ash for structural Concrete Journal of Materials in Civil Engineering, 1996:8: [4] Wei, L., Naik, T. R. and Golden, D. M., Construction Materials Made with Coal Combustion By- Products Cement, Concrete & Aggregate [5] Jaturapitakkul, C. and Cheerarot, R., Development of bottom ash as pozzolanic material. Journal of Materials in Civil Engineering, 2003;15: [6] Abubakar, A.U. and Baharudin, K.S. The Potential of using Malaysian Thermal Power Plant Coal Bottom Ash in Construction: A review Proceedings from IConCEES 12: International Conference on Civil & Environmental Engineering for Sustainability. Johor Bahru, Malaysia, P age

13 [7] Maslehuddin, M., Effect of sand replacement on the early age strength gain and long term corrosion resisting characteristics of fly ash concrete ACI mater. J.1989; 86: [8] MS EN 197-1: 2007 Cement-Part 1: Composition, Specifications and Conformity Criteria for common Cements. Department of Standards Malaysia, 2007 [9] BS 812: Part Methods for determination of particle size distribution British Standard Institution, [10] BS 1881: Part 102: 1983 Method for determination of slump British Standard Institution, [11] MS 26: Part 1: 2009 Testing of Concrete: Fresh Concrete Department of Standards Malaysia, [12] BS :1990 Method of testing for soils for civil engineering purposes. Classification Tests. British Standard Institution, 1990 [13] BS 410:2000 Test Sieves: Technical Requirements and Testing. British Standard Institution, [14] ASTM D Standard Test Method for Specific Gravity of Soil Solids by Water Pycnometer. American Society for Testing and Materials.Annual book of ASTM Standards, V Constructions Philadelphia, USA, [15] BS EN :2000 Test for Mechanical Properties of Aggregates. Determination of Particle Density and Water Absorption. British Standard Institution, 2000 [16] BS 1881: Part 103: 1983 Method for determination of compacting factor British Standard Institution, 1983 [17] BS 1881: Part 116:1983 Method for determination of compressive strength of concrete cubes British Standard Institution,1983 [18] BS 1881: Part 114:1983 Methods for determination of density of hardened concrete British Standard Institution, 1983 [19] BS 8110: Part 2: 1985 Structural use of Concrete: Code of practice for special circumstances. British Standard Institution, 1985 [20] BS 882: 1992 Specifications for aggregate from natural sources for concrete. London. British Standard Institution, 1992 [21] BS 882: 1973 Specifications for aggregate from natural sources for concrete. London. British Standard Institution, 1973 [22] BS 3797: 1990 Specification for lightweight aggregate for masonry units and structural concrete. British Standard Institution, 1990 [23] ASTM C618 (2006) Standard specification for coal fly ash and raw calcined natural pozzolan for use in Portland cement concrete. American Society for Testing and Materials.Annual book of ASTM Standards. V Constructions. Philadelphia, USA, P age

14 [24] Lovell, C.W., Huang, W.H. and Lovell, J.E., Bottom ash as highway material Presented at the 70 th Annual Meeting of the Transportation Research Board, Washington, D.C [25] Kim, B.J., Yoon, S.M. and Balunaini, U., Determination of ash mixture properties and construction of test embankment-part A. Journal of Transportation Research Program, Final Report, FHWA/IN/JTRP-2006/24.Purdue University, W. Lafayette, Indiana, [26] ACI Committee Report 213R. Guide for Structural Lightweight Aggregate Concrete. American Concrete Institute, Detroit. USA [27] Zulkarnain, F., and Ramli, M., Durability performance of lightweight aggregate concrete for housing construction Proceedings from ICBEDC 08: The 2 nd International Conference on Built Environment in Developing Countries, 2008; [28] ACI Committee Report 309R-96. Guide for Consolidation of Concrete. American Concrete Institute, Detroit. USA, 1996 [29] Abubakar, A.U. and Baharudin, K.S. Properties of Concrete using Tanjung Bin power plant coal bottom ash and fly ash International Journal of Sustainable Construction Engineering & Technology, 2012; 3(2): [30] Neville, A.M., Properties of Concrete Pearson education limited, P age