Properties of Concrete With Dissimilar Treated Recycled Coarse Aggregate

Properties of Concrete With Dissimilar Treated Recycled Coarse Aggregate | Research Square window.SnipcartSettings = { analytics: { enabled: false } }; (function() { var accessVector = localStorage.getItem('access_vector') || ''; window.dataLayer = window.dataLayer || []; if (accessVector) { window.dataLayer.push({ user: { profile: { profileInfo: { snid: accessVector } } } }); } })(); (function(w,d,s,l,i){w[l]=w[l]||[];w[l].push({'gtm.start':new Date().getTime(),event:'gtm.js'});var f=d.getElementsByTagName(s)[0],j=d.createElement(s),dl=l!='dataLayer'?'&l='+l:'';j.async=true;j.src='https://www.googletagmanager.com/gtm.js?id='+i+dl;f.parentNode.insertBefore(j,f);})(window,document,'script','dataLayer','GTM-K279D39R'); Browse Preprints In Review Journals COVID-19 Preprints AJE Video Bytes Research Tools Research Promotion AJE Professional Editing AJE Rubriq About Preprint Platform In Review Editorial Policies Our Team Advisory Board Help Center Sign In Submit a Preprint Cite Share Download PDF Research Article Properties of Concrete With Dissimilar Treated Recycled Coarse Aggregate Vengadesh Marshall Raman J, Ramasamy V This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-3624876/v1 This work is licensed under a CC BY 4.0 License Status: Published Journal Publication published 05 Apr, 2024 Read the published version in Journal of Building Pathology and Rehabilitation → Version 1 posted 9 You are reading this latest preprint version Abstract The strength evaluation of concrete can be determined by destructive and Non-destructive methods. In recent years construction industry initiated using demolition waste in structural concrete and due to this action coarse aggregate cost has been reduced. By using pre-treatment method of recycled coarse aggregate (RCA), the concrete properties will increase. Thus, the RCA are treated by using mechanical scrubbing and acid treatment (H 2 SO 4 & HCl) before induced in concrete. Slump value for controlled concrete with river sand and M-sand was 110mm and 100mm. For untreated recycled aggregate concrete, the slump value reduced to 70mm and it is improved by using mechanical scrubbing treated aggregate concrete by 90mm without addition extra water. Similarly, Vee-bee consist meter test and Compaction factor test results were reduced suddenly while using untreated aggregate concrete; it was improved by all treatment methods especially by mechanically scrubbing techniques. The compressive strength for untreated aggregate concrete at 28 days is 16.83 N/mm 2 and it was improved by mechanical scrubbing by 22.68 N/mm 2 .The strength was increased by mechanically treated aggregate concrete by 25.79% on compared with untreated aggregate concrete. The rebound numbers of treated RAC were improved by 12.5-26.31% at 28 days than RAC (UN). The ultrasonic pulse velocity in different treatments of RAC was improved by 8.17 – 22.82% at 28 days than RAC (UN). Impact resistance also enhanced by using treated recycled aggregate. Non-Destructive Test Compressive Strength Schmidt Rebound Hammer Ultra Sonic Pulse Velocity Recycled coarse Aggregate Impact Resistance Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 Figure 15 Figure 16 Figure 17 Figure 18 Figure 19 Figure 20 Figure 21 Figure 22 Figure 23 Figure 24 Figure 25 1. INTRODUCTION According to the survey, “Lack of awareness in recycling possibilities and techniques” was the major reason for not inducing recycled waste in the Construction industry. The quality of RCA mainly depends on where it was obtained from. The outer surface of RCA was adhered with old mortar and it’s decreased the strength of concrete. The water absorption of RCA was mainly affected by old attached mortar. The density of RCA was lower than that of natural coarse aggregate (NCA) (Chakradhara Rao et al., 2011 ). The strength of concrete under dry curing conditions was 35% lower than that of wet curing conditions. On compared to RAC under both dry and wet curing conditions, the controlled concrete sample had 47% higher strength. In compressive strength in rebound hammer for wet curing condition of RAC had 44.9% lesser than that of controlled concrete and dry curing condition of RAC had 46.1% lower than that of controlled concrete. In the rebound hammer test, compression results of RAC under dry and wet curing conditions, early ages it increased extraordinarily but reasonable increases in older ages (MostafaKazemi et al., 2019).In the rebound hammer test, the highest number was achieved in controlled concrete. Then it’s followed by rebound hammer number of heating-grinding- acid-treated RCA concrete sample was higher than that of heating –grinding treated RCA concrete respectively. H-G-A concrete sample gave enhanced surface hardness than H-G concrete samples. In Ultrasonic pulse velocity; wave velocity was high in the controlled sample due to superior glue among aggregate surface and cement paste. H-G-A treated aggregate in concrete has enhanced 5.5% of wave velocity than H-G treated aggregate in concrete. By treating with acid solvents enhance to take apart the old adhered mortar from the aggregate surface more successfully, so H-G-A shows superior performance than that of H-G (Ninyman Kencanawatiet al., 2015).At the age of 7 and 14 days, shows that results obtained by compressive test on the concrete sample are higher than that of rebound hammer test. The average difference between the two methods at age of 7&14 days were 14%&17% correspondingly. There is a reversal situation after 28 days; the rebound hammer test was got 5% higher results than that of the compression test. By maturity of concrete, results could be explained. Rebound hammers are used to evaluate the homogeneity and concrete strength. Mainly used for older concrete not for younger concretes (JedidiMalek et al., 2014). In compressive strength at 28days, concrete inducing RCA shows somewhat lesser strength parameters relative to concrete made by virgin aggregate. When RCA is alternated for virgin aggregate the compression strength decreases. In the ultrasonic pulse velocity test, wave velocity decreases by 1–3% similar to decreases in strength. At the early stage of concrete, the ultrasonic pulse velocity distributed with results in the range of 3500-4100ms − 1 . At 28 days, the wave velocity ranges between 4100-4400ms − 1 . The overall velocity increase with the age of materials (Cho et al., 2014 ). The bulk density of RCA was lower than that of virgin aggregates. The specific gravity of recycled aggregate would be increased when the water absorption of RCA is decreased. The specific gravity of RCA ranges between 2.2 to 2.5. In compression strength, the controlled sample had the highest strength value of 41.6 Mpa. In recycled coarse aggregate concrete, the highest value is 34.3Mpa which is nearest to design compressive strength of 3 Mpa. For any concrete mixes, compression strength and ultrasonic pulse velocity are much higher for conventional concrete than recycled aggregate concrete. Eliminating the adhered mortar in recycled aggregate the water absorption ratio declines to 6.1–4.5% and the slump value of RAC is improved from 50 to 65mm. The ratio of compressive strength also improved from 0.69 to 1.13 respectively. The compressive strength assessment was enhanced from 35.6 Mpa to 45.0 Mpa (RenjieMi et al., 2020). It can be examined that replacement of virgin aggregate by recycled aggregate in concrete mixes, drops the concrete workability. In the Non-destructive test, the recycled aggregate concrete has inferior results compared to control concrete (BibhutiBhusanMukharjee et al., 2014). The RCA properties were worst for making concrete than virgin concrete. In RCA concrete mixes extra water is added for compensation because the RCA has more absorbing capability. Due to superior porosity, density is lower and hence lowers the mechanical properties. The elongated shape of RCA tends to have low workability (Pacheco et al., 2020 ). High-performance concrete is better than normal controlled concrete. The recycled aggregate is incorporated into high-performance concrete, strength remained solitary at 9.0% and 6.8% respectively (C.S. Poon et al., 2004 ).To estimate & forecast the strength of concrete rebound hammer alone is not an appropriate method. It makes it quite difficult to judge, because high variations are obtained. When compared between pulse velocity and rebound hammer test, predicting the strength of concrete are very low in rebound test. The above methods alone didn’t give a superior prediction of concrete strength. The combined method yields reliable result, than other methods ( Hisham et al ., 2000)Water cement ratio, mortar content, and aggregate properties, are used to make clear the dissimilarity of compressive strength and rebound number for each type of concrete ( Anindya Samya Saha et al ., 2020, Sanjeev Kumar Verma et al ., 2013).The recycled aggregate had a higher water absorbing ability and voids, affecting the whole concrete (Gonzalez Andreu et al 2013). Interfacial Transition Zone was weak in recycled aggregate concrete (Mistri et al 2020 , Kavussi et al 2019 , Albayati et al 2018 , Katz 2003 , Zhan et al 2019 , Zega et al 2010 , Thomas et al 2018 , Thomas et al 2013 , Chun-Ran Wu et al 2018, Matias et al 2013 , Xuan et al 2013, Xuan et al 2012, Guneyisi et al 2014 , ZhouJZeng M et al 2019).Recycled aggregate in concrete requires more water for workability; the RCA had a huge water absorption capacity than natural aggregate. Acid-treated aggregate with 0.1 Molarities would not affect the durability of concrete(Pandurangan K et al., 2016 ; Shi-Cong et al., 2014 ; Butler et al;2011; Wang et al ., 2017).RAC bonds were improved by treating the surface of aggregate and most of the methods were eco-friendly (Cakır et al 2014, Revathi et al 2013 , Saravanakumar et al 2016 , Purushothaman et al 2015 , Wang et al 2020 , Marinkovic et al 2010 , Ismail et al 2013, Wang et al 2019 , Vengadesh et al 2020) 2. TREATING APPROACH FOR RCA To improve the RCA, the following methods were adopted. 2.1 Chemical treatments: Two different kinds of acid solvents with 0.1 M are used to treat the RCA, namely sulphuric acid (H 2 SO 4 ) and hydrochloric acid (HCl) .The RCA was pre-soaked in acid solvents for 24 h at room temperature. After 24 h, the pre-soaked aggregates were washed with clean water to remove the acidic solvents. The recycled aggregate obtained after acid treatments slightly hammering action were needed to remove the loose debris on the surface of aggregate. (Revathi et al, 2015) . 2.2 Mechanical treatment: The RCA were placed in los angles abrasion machine with 12 steel spheres for 300 revolutions to remove adhered mortar content. After completion of these revolutions, the aggregate was sieved by using a 4.75 mm sieve to separate the aggregate. After sieving, the RCA was cleaned with portable water to eliminate the dust particles. (Pandurangan et al., 2016) 3. MATERIALS CHARACTERIZATION 3.1 Ordinary Portland cement OPC 53 grade cement was used for the current study confirming IS 12269 − 1987 (Reaffirmed 2004). The specific gravity is 3.15; standard consistency (%) is 29and compressive strength at 28 days is 55.5 Mpa. 3.2 River Sand &Manufacture Sand (M-sand) River sand was used as natural fine aggregate and obtained locally. Manufactured sand obtained from crushing granite stone (quarry dust). The fineness modulus of river sand is 3.0, manufactured sand is 2.75 and confirms to zone II as per IS: 383–1970. Approximately particle sizes vary in the range of 0-4.75 mm. The specific gravity of river sand and M sand is 2.48 &2.63, water absorption (%) of river sand and M sand is 0.8 &3.51, bulk density of river sand and M sand is 1633 &1726. The physical properties of river sand and manufactured sand were determined as per IS 2386 (Part III)-1963. The sieve analysis results of river sand and M sand are presented in Fig. 1 . 3.3 Natural coarse aggregate, treated and untreated Recycled coarse aggregate The required size of granite stone was used as a coarse aggregate and obtained from Thiruvakarai near Viluppuram, India.RCA is obtained from an old demolished building. The sieve analysis of natural coarse aggregate, treated and untreated RCA confirms as per IS 383–1970 are presented in Fig. 2 . The physical properties of coarse aggregates determined as per were 2386 (Part III)-1963 are presented in Table 1 . All kinds of coarse aggregate used in this work are shown in Fig. 3 . The elemental concentration of various aggregates are shown in Table 2 and Fig. 4 ,tested in National centre for earth science studies, Trivandrum, Kerala. Table 1 Properties of Coarse Aggregate S.No Concrete Mixes Specific Gravity Water Absorption (%) Bulk density (kg/m 3 ) Fineness Modulus 1 NCA 2.74 0.8 1649 8.0 2 RCA(UN) 2.41 3.52 1480 7.8 3 RCA(MS) 2.61 2.1 1589 8.03 4 RCA(H 2 SO 4 ) 2.56 2.5 1574 8.01 5 RCA(HCl) 2.48 2.6 1558 8.13 3.4 Super plasticizers To increase the workability classic super flow SP was used. The chloride content is nil and specific gravity is 1.20. Table 2 Shows the Elemental Concentration (%) of Various Coarse Aggregate found by XRF-analysis Elemental Concentration (%) Natural Coarse Aggregate (NCA) Untreated Recycled Aggregate RCA(UN) Mechanical scrubbing Treated Aggregate RCA(MS) Sulphuric acid Treated Aggregate RCA(H 2 SO 4 ) Hydrochloric acid Treated Aggregate RCA (HCl) SiO 2 62.50 48.30 50.70 46.70 55.30 TiO 2 1.04 0.53 0.56 0.45 0.71 Al 2 O 3 11.40 7.74 8.02 7.71 8.46 MnO 0.22 0.10 0.12 0.09 0.14 Fe 2 O 3 8.53 5.71 5.42 5.33 5.67 CaO 9.13 30.90 29.40 30.40 23.70 MgO 0.73 1.00 1.01 0.84 1.00 Na 2 O 3.32 1.52 1.83 1.51 1.88 K 2 O 2.04 1.58 1.27 1.16 1.32 P 2 O 5 0.36 0.24 0.21 0.19 0.27 SO 3 0.45 1.94 1.17 5.35 0.98 Sum 99.71 99.56 99.70 99.74 99.43 4. METHODOLOGY IS 10262:2019 Code provisions were used for mix design. The proportions of concrete mixtures were estimated for M20. The ratio used in the current study is 1:1.61:3.14.W/C ratio had arrived at 0.41. Natural aggregate concrete was abbreviated as NAC, prepared with natural river sand and crushed rock aggregate. Natural coarse aggregate & M sand concrete is abbreviated as NCMC, prepared crushed rock aggregate &M sand. Untreated recycled aggregate concrete is abbreviated as RAC (UN), prepared with Untreated recycled coarse aggregate, and M sand Mechanical scrubbing recycled aggregate concrete is abbreviated as RAC (MS), prepared with abrasion treated coarse aggregate and M sand. Similarly, Sulphuric acid-treated recycled aggregate concrete is abbreviated as RAC (H 2 SO 4 ), prepared with H 2 SO 4 treated coarse aggregate and M sand. Hydrochloric acid-treated recycled aggregate concrete is abbreviated as RAC (HCl), prepared with HCl treated coarse aggregate and M sand. Six different concrete mixtures and each mix 18 samples were cast in the size of 100X 100 X100 mm. Test samples were cured at room temperature for 28 days. The compression tests were conducted by destructive methods and non – destructive methods. Various concrete proportions were specified in Table 3 . Figure 5 a, b, c shows the experimental test setup specimen. Table 3 Shows the various concrete mix proportion (kg/m 3 ) DESCRIPTION NAC NCMC RAC(UN) RAC (MS) RAC (H 2 SO 4 ) RAC (HCL) Cement 385 385 385 385 385 385 Fine Aggregate 622 608 608 608 608 608 Coarse Aggregate 1212 1212 1066 1154 1132 1096 Water 158 158 158 158 158 158 Chemical Admixtures 5.77 5.77 5.77 5.77 5.77 5.77 Water cement Ratio 0.41 0.41 0.41 0.41 0.41 0.41 5. RESULTS AND DISCUSSION 5.1 Properties of Natural and Recycled aggregate The crushing, impact and abrasion results are shown in Fig 6. The specific gravity of NCA, RCA (UN), RCA (MS), RCA (H 2 SO 4 ) and RCA (HCl) was 2.74, 2.41, 2.61, 2.56 and 2.48 respectively. The water absorption of NCA, RCA (UN), RCA (MS), RCA (H 2 SO 4 ) and RCA (HCl) was 0.8, 3.52, 2.1, 2.5 and 2.6% respectively. The bulk density of NCA, RCA (UN), RCA (MS), RCA (H 2 SO 4 ) and RCA (HCl) was 1649, 1480, 1589, 1574, and 1558 kg/m 3 .The Crushing value of NCA, RCA (UN), RCA (MS), RCA (H 2 SO 4 ) and RCA (HCl) was 27,38,30,34 and 35% respectively. The impact value of NCA, RCA (UN), RCA (MS), RCA (H 2 SO 4 ) and RCA (HCl) was 25,32,26,28, and 29 % respectively. The abrasion value of NCA, RCA (UN), RCA (MS), RCA (H 2 SO 4 ) and RCA (HCl) was 29, 47, 31, 32, and 34% respectively, similar results was found in previous researchers (Revathi et al 2015, Pandurangan et al 2016 , Saravanan et al 2016) 5.2 Unit Weight of Hardened Concrete The unit weights of concrete values are shown in Fig 7.The unit weight of NCA, RCA (UN), RCA (MS), RCA (H 2 SO 4 ) and RCA (HCl) was 2389, 2440,3312,2343,2324 and 2334 kg/m 3 at 3 days respectively. The unit weight of NCA, RCA (UN), RCA (MS), RCA (H 2 SO 4 ) and RCA (HCL) was 2401,2452,2321,2348,2335 and 2344 kg/m 3 at 14 days respectively. The unit weight of NCA, RCA (UN), RCA (MS), RCA (H 2 SO 4 ) and RCA (HCl) was 2413,2464,2330,2353,2343 and 2354 kg/m 3 at 28 days respectively (Saravanan et al 2016) 5.3 Slump cone test The slump value for fresh concrete is shown in figure 8. In NAC &NCMC the slump value were obtained as 110&100mm, only 70 mm is obtained in RAC (UN), for RAC (MS) is 90mm, RAC (H 2 SO 4 ) is 85 mm and RAC (HCl) is 80 mm, before mixing the concrete the recycled coarse aggregate must be in SSD condition. The RAC (UN) consumes more water as compared to NAC & NCMC because the surface of aggregate is rough texture and relatively large surface area. The RAC (MS) is improved in workability of a maximum of 90 mm and RCA (MS) shows improvement compared to RAC (UN) but less than NAC &NCMC (Revathi et al 2015). 5.4 Compaction factor Test The Compaction factor results were shown in figure 9. In NAC &NCMC the value was obtained as 0.94&0.92 and 0.85 is obtained in RAC (UN), for RAC (MS) is 0.91, RAC (H 2 SO 4 ) is 0.90, and RAC (HCl) is 0.90, before mixing the concrete the recycled coarse aggregate must be in SSD condition. Due to old adhered mortar, the RCA absorbs more water and workability tends to be reduced. In the Compaction factor test, values from RAC (MS) have better results compared to other treatment techniques. All kinds of treatment methods improved their results in fresh properties of concrete compared to RAC (UN). 5.5 Vee-bee Consistometer Test The Vee-bee results are exposed in figure 10. In NAC &NCMC the value was obtained as 4 & 5 sec, RAC (UN) exposed as 9 sec, for RAC (MS) is 5 sec, RAC (H 2 SO 4 ) is 6 sec and RAC (HCl) is 6 sec, before mixing the concrete the recycled coarse aggregate must be in SSD condition. Various treated aggregate shows better performance than the untreated recycled aggregate. 5.6 Compressive Strength test The compressive strength of different concrete mixes was presented figure 11. The RAC (UN) reduces compressive strength of 38.75% and 28.53% compared into NAC & NCMC at 28 days. The reduction of compressive strength was more in untreated aggregate concrete. By using treated recycled coarse aggregate in concrete the compressive strength is increased. Compared to RAC (UN) the treated aggregate of RAC (MS), RAC (H 2 SO 4 ) and RAC (HCl) is enhances by 25.79%, 17.29% and 7.78% at 28days, especially the mechanical scrubbing treated RAC (MS) shows better improvement .At the same time there is marginal difference between RAC (MS) & RAC (H 2 SO 4 ). Other researchers also gave same parameters (Revathi et al, 2015 and Pandurangan et al 2016). The correlation coefficient of compressive strength with respect to different ages is shown in figure 12. The correlation coefficient of NAC, NCMC RAC (MS), RAC (H 2 SO 4 ) and RAC (HCl) was 0.8855, 0.9437, 0.9122, 0.9229, 0.8983,and 0.9088 are shown in figure 12. This show that all the concrete mixes value are in increasing trend and untreated recycled coarse aggregate concrete decline its strength due to inferior properties of aggregate surface. Then, after surface treatment the aggregate was enhanced and treated aggregate concrete values are also in increasing trend. 5.3 Schmidt Rebound Hammer Test The RAC (UN) reduces rebound numbers of 39 % and 30% compared into NAC & NCMC at 28 days. The rebound number of untreated recycled aggregate concrete represents very low compared to NAC and NCMC. By using treated recycled coarse aggregate in concrete the rebound numbers is increased. Compared to RAC (UN) the treated aggregate of RAC (MS), RAC (H 2 SO 4 ) and RAC (HCl) is enhances by 26.31%, 22.22% and 12.5% at 28days. The rebound number is increased in all kinds of treated aggregate concrete, especially increased high in mechanical scrubbing treated aggregate concrete. At the same time there is marginal difference between RAC (MS) & RAC (H 2 SO 4 ).The variations of rebound numbers of different mixes are presented in table 4 and figure 13. The correlation coefficient of rebound number with different ages is shown in figure 14. The correlation coefficient of NAC, NCMC RAC (MS), RAC (H 2 SO 4 ) and RAC (HCl) was 0.8024, 0.8163, 0.7686, 0.8325, 0.8480, and 0.7642 are shown in figure 14.Thr correlation coefficient value of RCA(UN) has very lower compared to other mixes. After treatment of recycled aggregate the coefficient value was enhanced and still inferior when compared to natural aggregate concrete. Table 4 Rebound Number (RN) and Ultrasonic Pulse Velocity (m/s) at Various Ages Concrete Mixes Rebound Number (RN) Ultrasonic pulse velocity(m/s) 3 Days 7 Days 14 Days 28 Days 56 Days 90 Days 3 Days 7 Days 14 Days 28 Days 56 Days 90 Days NAC 16 19 22 23 25 27 3015 3478 4170 4630 4728 4815 NCMC 13 17 18 20 23 24 2780 3240 3865 4275 4310 4398 RAC(UN) 7 11 12 14 16 17 2052 2398 2825 3145 3224 3312 RAC(MS) 13 15 18 19 22 23 2684 3074 3673 4075 4163 4244 RAC(H 2 SO 4 ) 11 13 16 18 20 22 2460 2786 3278 3650 3824 3917 RAC(HCL) 9 12 13 16 17 18 2284 2588 3067 3425 3578 3664 5.4 Ultrasonic pulse velocity test The ultrasonic pulse velocity of various treated RAC was improved by 9.89 – 22.55% at 56 days than RAC (UN). The ultrasonic pulse velocities of NAC and NCMC at 90 days are 4815m/s& 4398 m/s .The ultrasonic pulse velocities of RAC (UN), RAC (MS), RAC (H 2 SO 4 ) and RAC (HCl) at 90 days are 3312 m/s, 4244 m/s, 3917 m/s and 3664 m/s respectively. The ultrasonic pulse velocity of various treated RAC was improved by 9.60 – 21.96 % at 90days than RAC (UN). The treated aggregate improves the velocity but not exceed the NAC and NCMC. The RAC (MS) gives better improvement than other treatment methods but all kinds of treated aggregate improves their velocity compared to RAC (UN). The pulse velocity of various mix are presented in table 4 and figure 15. The correlation coefficient of ultrasonic pulse velocity with different ages is shown in figure 16. The correlation coefficient of NAC, NCMC RAC (MS), RAC (H 2 SO 4 ) and RAC (HCl) was 0.6336, 0.6042, 0.6606, 0.6402, 0.717 and0.704 are shown in figure 16.The correlation coefficient value of RCA(UN) has very lower compared to other mixes. After treatment of recycled aggregate the coefficient value was enhanced and still inferior when compared to natural aggregate concrete. 5.5 Correlations between compressive strength and Schmitt rebound number The relationship between compressive strength and Schmitt rebound number for various mixes in this study are shown in figure 17. The correlation coefficient between compressive strength and Schmitt rebound number for various coarse aggregate mixes such as NAC, NCMC, RAC (UN), RAC (H2SO4) and RAC (HCL) was 0.946, 0.911, 0.950, 0.943, 0.927 and 0.941are shown in figure 17. The different correlation coefficient of was observed for different mixes in this study and similar to Dilbas et al. Figure18 shows the combination of all different aggregate concrete and it was very useful to determine the prediction of results. The treated aggregate concrete shows better performance than the recycled aggregate concrete. A similar observation was found in Kanellopoulos et al., Dimitriou et al 2018, Al-Bayati et al 2016. Zhen Huaet al 2014. 5.6 Correlation between compressive strength and ultrasonic pulse velocity The relationship between compressive strength and ultrasonic pulse velocity for various mixes in this study are shown in figure 19.The correlation coefficient between compressive strength and ultrasonic pulse velocity for various coarse aggregate mixes such as NAC, NCMC, RAC (UN), RAC (H2SO4) and RAC (HCL) was 0.9845, 0.9778, 0.9905, 0.9838, 0.9767 and 0.9774 are shown in figure19. The different correlation coefficient of was observed for different mixes in this study and similar to Dilbas et al. Figure 20 shows that the combination of all different aggregate concrete and it was very useful to determine the prediction of results. The treated aggregate concrete shows better performance than the recycled aggregate concrete. The good correlations were observed from mechanical properties of concrete, especially between compressive strength and ultrasonic pulse velocity. A similar observation was found in Kanellopoulos et al., Dimitriou et al 2018, Al-Bayati et al 2016. Zhen Huaet al 2014. 5.5. Impact Resistance test According to ACI committee 544.1R-82, concrete disc specimens were used to find out the resistance of impact. The size of specimen is 152.4 mm diameter and 63.5mm thick were used. Figure 21(a) shows instrumental setup images for impact test of controlled concrete specimen. Figure 21 (b) shows the failed pattern of various mix specimens. Each result is noted as average of three specimen values. In this current study, NAC mix at 28 days, 19 blows for initial crack occurred on the specimen and at 23 blows final failure occurred .In NCMC mix at 28 days, initial crack appeared at 17 blows and final failure occurred at 19 blows. But in RCA (UN) mix at 28 days, initial crack appeared at 11 blows and final failure occurred at 13 blows. Due to old attached mortar the aggregate surface had high porous so, bonding between old mortar and new cement paste get reduced. Similarly, for RCA (MS), RCA (H 2 SO 4 ) and RCA (HCl) at 28 days, the initial crack appeared at 15, 14 & 12 blows and final failure occurred at 18, 16 &14 blows. This shows various treated aggregate enhances the impact resistance of concrete. Especially mechanical scrubbing treated aggregate improves better resistance compared to other chemical treatment. The Impact resistance of initial crack and final failure of various mixes are shown in Figure 22 and23.The correlation coefficient for impact resistance and various ages are shown in figure 24. 5.6 Photographic view of cross section and Scanning Electron Microscope The interfacial transition zone is clearly shown in figure 25.The pores are highly in recycled aggregate concrete than controlled concrete. The untreated recycled concrete show the indication of old rebars corrosion marks on surface. The interfacial transition zone was weak in the side of old adhered mortar present in aggregate. The new cement paste and old cement paste are clearly marked in each and every photo. 6 CONCLUSIONS A physical property of recycled aggregate was enhanced by all types of treatment methods. More effective in mechanical scrubbing treatment method. In fresh concrete properties, untreated recycled aggregate concrete consumes more water for workability. The RAC (MS) consumes less water for workability requirements compared to RAC (UN). Compressive strength of RAC (MS) improved the strength by 25.79% compared to RAC (UN) at 28 days, at the same time all treated aggregate improves the strength. The rebound Number for NAC and NCMC is 23 and 20. RAC (UN) number is 14 and the rebound number enhanced in RAC (MS) is 19 at 28 days. Ultrasonic pulse velocity represented 4630 m/s and 4275 m/s for NAC& NCMC. The RAC (UN) pulse velocity was 3145 at 28 days. Mechanical scrubbing treatment give better improvement compared to all other methods. This method was eco-friendly and requires no skilled labor to treat the aggregate. In impact resistance, the treated aggregate enhances the concrete more significantly. Especially mechanical scrubbing shows better performance compared to untreated RA in concrete The photographic and scanning electron microscope shows the surface of concrete and it gives clear observation of sample, in RAC(UN) shows old corrosion impression in aggregate and have more voids due to adhered mortar. But the treated aggregate concrete the ITZ was modified. Declarations Ethics approval and consent to participate- Nil Consent for publication – Nil Availability of data and materials Data available on request due to privacy/ethical restrictions The data that support the findings of this study are available on request from the corresponding author. The data are not publicly available due to privacy or ethical restrictions. Competing interests The authors declare that they have no known competing and financial interests or personal relationships that could have appeared to influence the work reported in this paper. The authors declare the following financial interests/personal relationships which may be considered as potential competing interests. Funding No Funding is provided by central or state government and Institutional level Authors' contributions J.Vengadesh Marshall Raman Contributed data or analysis tools Performed the analysis Wrote the paper V.Ramasamy Conceived and designed the analysis Collected the data Acknowledgements The Original paper not published in anywhere and its pure originality J.Vengadesh Marshall Raman Research Scholar, Department of Civil Engineering, Anna University, Chennai, India. 600025, [email protected] V. Ramasamy Professor, Department of Civil Engineering, Adhiparasakthi Engineering College, melmaruvathur, India, 603319. [email protected] References Albayati, A., Yu, W., Yan, W. & Haynes, J. (2018). A sustainable pavement concrete using warm mix asphalt and hydrated lime treated recycled concrete aggregates. 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Properties of recycled aggregate concrete made with recycled aggregates with different amounts of old adhered mortars, Materials and Design, 58; 19-29. http://dx.doi.org/10.1016/j.matdes.2014.01.044 Al-Bayati,H.A.K., Das,P.K., Tighe,S.L., Baaj,H.,(2016) Evaluation of various treatment methods for enhancing the physical and morphological properties of coarse recycled concrete aggregate, Construction and Building Materials 112;284-298, http://dx.doi.org/10.1016/j.conbuildmat.2016.02.176 Dimitriou,G., Savva ,P., Petrou , M.F.,(2018) Enhancing mechanical and durability properties of recycled aggregate concrete, Construction and Building Materials,158;228-235, https://doi.org/10.1016/j.conbuildmat.2017.09.137 Additional Declarations No competing interests reported. Cite Share Download PDF Status: Published Journal Publication published 05 Apr, 2024 Read the published version in Journal of Building Pathology and Rehabilitation → Version 1 posted Editorial decision: Revision requested 24 Jan, 2024 Reviews received at journal 09 Jan, 2024 Reviewers agreed at journal 29 Dec, 2023 Reviewers agreed at journal 29 Nov, 2023 Reviewers agreed at journal 29 Nov, 2023 Reviewers invited by journal 29 Nov, 2023 Editor assigned by journal 22 Nov, 2023 Submission checks completed at journal 17 Nov, 2023 First submitted to journal 17 Nov, 2023 You are reading this latest preprint version Research Square lets you share your work early, gain feedback from the community, and start making changes to your manuscript prior to peer review in a journal. As a division of Research Square Company, we’re committed to making research communication faster, fairer, and more useful. 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16","display":"","copyAsset":false,"role":"figure","size":494835,"visible":true,"origin":"","legend":"\u003cp\u003eCorrelation coefficient of Ultrasonic pulse velocity and ages of various mixes\u003c/p\u003e","description":"","filename":"16.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/96379c6cee3351413e6be5e1.png"},{"id":46863660,"identity":"a59cce03-eac5-4d42-bcae-501a502235fe","added_by":"auto","created_at":"2023-11-21 16:17:43","extension":"png","order_by":17,"title":"Figure 17","display":"","copyAsset":false,"role":"figure","size":554925,"visible":true,"origin":"","legend":"\u003cp\u003eCorrelations between compressive strength and Schmitt rebound number for individual mixes\u003c/p\u003e","description":"","filename":"17.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/7e14114666a44dca596fd6ad.png"},{"id":46863663,"identity":"8e1c0dae-0fe2-4eef-9093-6262a773db88","added_by":"auto","created_at":"2023-11-21 16:17:43","extension":"png","order_by":18,"title":"Figure 18","display":"","copyAsset":false,"role":"figure","size":246096,"visible":true,"origin":"","legend":"\u003cp\u003ecombination of Correlations between compressive strength and Schmitt rebound number\u003c/p\u003e","description":"","filename":"18.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/1023c431cb251b318bf0e45c.png"},{"id":46863654,"identity":"c340f0e2-b591-404a-9d6f-512962096cf2","added_by":"auto","created_at":"2023-11-21 16:17:42","extension":"png","order_by":19,"title":"Figure 19","display":"","copyAsset":false,"role":"figure","size":307930,"visible":true,"origin":"","legend":"\u003cp\u003eCorrelation between compressive strength and ultrasonic pulse velocity for individual mixes\u003c/p\u003e","description":"","filename":"19.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/fdf77367bf3aa8c00a92d4c9.png"},{"id":46863666,"identity":"b0668741-49bc-4eda-905d-6d853605cf68","added_by":"auto","created_at":"2023-11-21 16:17:46","extension":"png","order_by":20,"title":"Figure 20","display":"","copyAsset":false,"role":"figure","size":104738,"visible":true,"origin":"","legend":"\u003cp\u003eCombination of Correlation between compressive strength and ultrasonic pulse velocity\u003c/p\u003e","description":"","filename":"20.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/a7db78578231933a3513e395.png"},{"id":46863646,"identity":"a75bff80-c15e-4887-a0f4-a1cdf46d0963","added_by":"auto","created_at":"2023-11-21 16:17:41","extension":"png","order_by":21,"title":"Figure 21","display":"","copyAsset":false,"role":"figure","size":705343,"visible":true,"origin":"","legend":"\u003cp\u003e(a) Impact Test Sample (b) Failed Impact Specimen.\u003c/p\u003e","description":"","filename":"21.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/c634d3d1d877692130294e76.png"},{"id":46863641,"identity":"13416ef2-fef2-425b-a2f7-5d69a726f7de","added_by":"auto","created_at":"2023-11-21 16:17:39","extension":"png","order_by":22,"title":"Figure 22","display":"","copyAsset":false,"role":"figure","size":488343,"visible":true,"origin":"","legend":"\u003cp\u003eImpact Resistance at Initial Cracks\u003c/p\u003e","description":"","filename":"22.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/2a8ce33da7f5cd1ab5f4e300.png"},{"id":46863662,"identity":"40c88ab6-d24c-4ef8-80c8-5cfdb54381eb","added_by":"auto","created_at":"2023-11-21 16:17:43","extension":"png","order_by":23,"title":"Figure 23","display":"","copyAsset":false,"role":"figure","size":432146,"visible":true,"origin":"","legend":"\u003cp\u003eImpact Resistance at Final Cracks\u003c/p\u003e","description":"","filename":"23.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/91c8ece604669ee518f492b5.png"},{"id":46864534,"identity":"1f2b2389-a5cc-4c8b-951e-9f9ba68f4219","added_by":"auto","created_at":"2023-11-21 16:25:41","extension":"png","order_by":24,"title":"Figure 24","display":"","copyAsset":false,"role":"figure","size":643245,"visible":true,"origin":"","legend":"\u003cp\u003eInitial Cracks and Final Cracks of impact Resistance at 3,7,28 and 56 Days\u003c/p\u003e","description":"","filename":"24.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/eb656b47b620126bd1bdfb1c.png"},{"id":46863656,"identity":"e5f4d35f-4a05-47f5-87c8-f91d82a235cc","added_by":"auto","created_at":"2023-11-21 16:17:42","extension":"png","order_by":25,"title":"Figure 25","display":"","copyAsset":false,"role":"figure","size":3532675,"visible":true,"origin":"","legend":"\u003cp\u003e(a) Natural aggregate Concrete NAC\u003c/p\u003e\n\u003cp\u003e(b) Natural Coarse aggregate and M- sand Concrete NCMC\u003c/p\u003e\n\u003cp\u003e(c) Untreated recycled coarse aggregate Concrete RCA(UN)\u003c/p\u003e\n\u003cp\u003e\u0026nbsp;(d) Mechannical scrubbing treated recycled aggregate concrete RCA (MS)\u003c/p\u003e\n\u003cp\u003e(e) Sulphuric acid treated recycled aggregate concrete RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e)\u003c/p\u003e\n\u003cp\u003e(f) Hydrochloric acid treated recycled aggregate concrete RCA (HCl)\u003c/p\u003e\n\u003cp\u003e(a,b,c,d,e,f) Photographic \u0026amp; SEM \u0026nbsp;of natural coarse aggregate , untreated and treated recycled aggregate concrete.\u003c/p\u003e","description":"","filename":"25.png","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/fbbf94de3fe1ef281826fb84.png"},{"id":54304103,"identity":"47b76198-208e-4c13-8c14-cbd7071fbc9a","added_by":"auto","created_at":"2024-04-08 15:14:03","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":8826293,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-3624876/v1/60ee56a2-25ef-43b4-9899-097fab1f9d6f.pdf"}],"financialInterests":"No competing interests reported.","formattedTitle":"\u003cp\u003eProperties of Concrete With Dissimilar Treated Recycled Coarse Aggregate\u003c/p\u003e","fulltext":[{"header":"1. INTRODUCTION","content":"\u003cp\u003eAccording to the survey, \u0026ldquo;Lack of awareness in recycling possibilities and techniques\u0026rdquo; was the major reason for not inducing recycled waste in the Construction industry. The quality of RCA mainly depends on where it was obtained from. The outer surface of RCA was adhered with old mortar and it\u0026rsquo;s decreased the strength of concrete. The water absorption of RCA was mainly affected by old attached mortar. The density of RCA was lower than that of natural coarse aggregate (NCA) (Chakradhara Rao et al., \u003cspan citationid=\"CR12\" class=\"CitationRef\"\u003e2011\u003c/span\u003e). The strength of concrete under dry curing conditions was 35% lower than that of wet curing conditions. On compared to RAC under both dry and wet curing conditions, the controlled concrete sample had 47% higher strength. In compressive strength in rebound hammer for wet curing condition of RAC had 44.9% lesser than that of controlled concrete and dry curing condition of RAC had 46.1% lower than that of controlled concrete. In the rebound hammer test, compression results of RAC under dry and wet curing conditions, early ages it increased extraordinarily but reasonable increases in older ages (MostafaKazemi et al., 2019).In the rebound hammer test, the highest number was achieved in controlled concrete. Then it\u0026rsquo;s followed by rebound hammer number of heating-grinding- acid-treated RCA concrete sample was higher than that of heating \u0026ndash;grinding treated RCA concrete respectively. H-G-A concrete sample gave enhanced surface hardness than H-G concrete samples. In Ultrasonic pulse velocity; wave velocity was high in the controlled sample due to superior glue among aggregate surface and cement paste. H-G-A treated aggregate in concrete has enhanced 5.5% of wave velocity than H-G treated aggregate in concrete. By treating with acid solvents enhance to take apart the old adhered mortar from the aggregate surface more successfully, so H-G-A shows superior performance than that of H-G (Ninyman Kencanawatiet al., 2015).At the age of 7 and 14 days, shows that results obtained by compressive test on the concrete sample are higher than that of rebound hammer test. The average difference between the two methods at age of 7\u0026amp;14 days were 14%\u0026amp;17% correspondingly. There is a reversal situation after 28 days; the rebound hammer test was got 5% higher results than that of the compression test. By maturity of concrete, results could be explained. Rebound hammers are used to evaluate the homogeneity and concrete strength. Mainly used for older concrete not for younger concretes (JedidiMalek et al., 2014).\u003c/p\u003e \u003cp\u003eIn compressive strength at 28days, concrete inducing RCA shows somewhat lesser strength parameters relative to concrete made by virgin aggregate. When RCA is alternated for virgin aggregate the compression strength decreases. In the ultrasonic pulse velocity test, wave velocity decreases by 1\u0026ndash;3% similar to decreases in strength. At the early stage of concrete, the ultrasonic pulse velocity distributed with results in the range of 3500-4100ms\u003csup\u003e\u0026minus;\u0026thinsp;1\u003c/sup\u003e. At 28 days, the wave velocity ranges between 4100-4400ms\u003csup\u003e\u0026minus;\u0026thinsp;1\u003c/sup\u003e. The overall velocity increase with the age of materials (Cho et al., \u003cspan citationid=\"CR13\" class=\"CitationRef\"\u003e2014\u003c/span\u003e). The bulk density of RCA was lower than that of virgin aggregates. The specific gravity of recycled aggregate would be increased when the water absorption of RCA is decreased. The specific gravity of RCA ranges between 2.2 to 2.5. In compression strength, the controlled sample had the highest strength value of 41.6 Mpa. In recycled coarse aggregate concrete, the highest value is 34.3Mpa which is nearest to design compressive strength of 3 Mpa. For any concrete mixes, compression strength and ultrasonic pulse velocity are much higher for conventional concrete than recycled aggregate concrete. Eliminating the adhered mortar in recycled aggregate the water absorption ratio declines to 6.1\u0026ndash;4.5% and the slump value of RAC is improved from 50 to 65mm. The ratio of compressive strength also improved from 0.69 to 1.13 respectively. The compressive strength assessment was enhanced from 35.6 Mpa to 45.0 Mpa (RenjieMi et al., 2020). It can be examined that replacement of virgin aggregate by recycled aggregate in concrete mixes, drops the concrete workability. In the Non-destructive test, the recycled aggregate concrete has inferior results compared to control concrete (BibhutiBhusanMukharjee et al., 2014).\u003c/p\u003e \u003cp\u003eThe RCA properties were worst for making concrete than virgin concrete. In RCA concrete mixes extra water is added for compensation because the RCA has more absorbing capability. Due to superior porosity, density is lower and hence lowers the mechanical properties. The elongated shape of RCA tends to have low workability (Pacheco et al., \u003cspan citationid=\"CR28\" class=\"CitationRef\"\u003e2020\u003c/span\u003e). High-performance concrete is better than normal controlled concrete. The recycled aggregate is incorporated into high-performance concrete, strength remained solitary at 9.0% and 6.8% respectively (C.S. Poon et al., \u003cspan citationid=\"CR30\" class=\"CitationRef\"\u003e2004\u003c/span\u003e).To estimate \u0026amp; forecast the strength of concrete rebound hammer alone is not an appropriate method. It makes it quite difficult to judge, because high variations are obtained. When compared between pulse velocity and rebound hammer test, predicting the strength of concrete are very low in rebound test. The above methods alone didn\u0026rsquo;t give a superior prediction of concrete strength. The combined method yields reliable result, than other methods ( Hisham et al ., 2000)Water cement ratio, mortar content, and aggregate properties, are used to make clear the dissimilarity of compressive strength and rebound number for each type of concrete ( Anindya Samya Saha et al ., 2020, Sanjeev Kumar Verma et al ., 2013).The recycled aggregate had a higher water absorbing ability and voids, affecting the whole concrete (Gonzalez Andreu et al 2013). Interfacial Transition Zone was weak in recycled aggregate concrete (Mistri et al \u003cspan citationid=\"CR25\" class=\"CitationRef\"\u003e2020\u003c/span\u003e, Kavussi et al \u003cspan citationid=\"CR21\" class=\"CitationRef\"\u003e2019\u003c/span\u003e, Albayati et al \u003cspan citationid=\"CR1\" class=\"CitationRef\"\u003e2018\u003c/span\u003e, Katz \u003cspan citationid=\"CR20\" class=\"CitationRef\"\u003e2003\u003c/span\u003e, Zhan et al \u003cspan citationid=\"CR50\" class=\"CitationRef\"\u003e2019\u003c/span\u003e, Zega et al \u003cspan citationid=\"CR49\" class=\"CitationRef\"\u003e2010\u003c/span\u003e, Thomas et al \u003cspan citationid=\"CR39\" class=\"CitationRef\"\u003e2018\u003c/span\u003e, Thomas et al \u003cspan citationid=\"CR38\" class=\"CitationRef\"\u003e2013\u003c/span\u003e, Chun-Ran Wu et al 2018, Matias et al \u003cspan citationid=\"CR24\" class=\"CitationRef\"\u003e2013\u003c/span\u003e, Xuan et al 2013, Xuan et al 2012, Guneyisi et al \u003cspan citationid=\"CR16\" class=\"CitationRef\"\u003e2014\u003c/span\u003e, ZhouJZeng M et al 2019).Recycled aggregate in concrete requires more water for workability; the RCA had a huge water absorption capacity than natural aggregate. Acid-treated aggregate with 0.1 Molarities would not affect the durability of concrete(Pandurangan K et al., \u003cspan citationid=\"CR29\" class=\"CitationRef\"\u003e2016\u003c/span\u003e; Shi-Cong et al., \u003cspan citationid=\"CR37\" class=\"CitationRef\"\u003e2014\u003c/span\u003e; Butler et al;2011; Wang et al ., 2017).RAC bonds were improved by treating the surface of aggregate and most of the methods were eco-friendly (Cakır et al 2014, Revathi et al \u003cspan citationid=\"CR33\" class=\"CitationRef\"\u003e2013\u003c/span\u003e, Saravanakumar et al \u003cspan citationid=\"CR35\" class=\"CitationRef\"\u003e2016\u003c/span\u003e, Purushothaman et al \u003cspan citationid=\"CR31\" class=\"CitationRef\"\u003e2015\u003c/span\u003e, Wang et al \u003cspan citationid=\"CR44\" class=\"CitationRef\"\u003e2020\u003c/span\u003e, Marinkovic et al \u003cspan citationid=\"CR23\" class=\"CitationRef\"\u003e2010\u003c/span\u003e, Ismail et al 2013, Wang et al \u003cspan citationid=\"CR45\" class=\"CitationRef\"\u003e2019\u003c/span\u003e, Vengadesh et al 2020)\u003c/p\u003e"},{"header":"2. TREATING APPROACH FOR RCA","content":"\u003cp\u003eTo improve the RCA, the following methods were adopted.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.1 Chemical treatments:\u003c/strong\u003e Two different kinds of acid solvents with 0.1 M are used to treat the RCA, namely sulphuric acid (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and hydrochloric acid (HCl) .The RCA was pre-soaked in acid solvents for 24 h at room temperature. After 24 h, the pre-soaked aggregates were washed with clean water to remove the acidic solvents. The recycled aggregate obtained after acid treatments slightly hammering action were needed to remove the loose debris on the surface of aggregate. (Revathi et al, 2015)\u003cstrong\u003e.\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e2.2 Mechanical treatment:\u003c/strong\u003e The RCA were placed in los angles abrasion machine with 12 steel spheres for 300 revolutions to remove adhered mortar content. After completion of these revolutions, the aggregate was sieved by using a 4.75 mm sieve to separate the aggregate. After sieving, the RCA was cleaned with portable water to eliminate the dust particles. (Pandurangan et al., 2016)\u003c/p\u003e"},{"header":"3. MATERIALS CHARACTERIZATION","content":"\u003cdiv id=\"Sec4\" class=\"Section2\"\u003e\n \u003ch2\u003e3.1 Ordinary Portland cement\u003c/h2\u003e\n \u003cp\u003eOPC 53 grade cement was used for the current study confirming IS 12269\u0026thinsp;\u0026minus;\u0026thinsp;1987 (Reaffirmed 2004). The specific gravity is 3.15; standard consistency (%) is 29and compressive strength at 28 days is 55.5 Mpa.\u003c/p\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec5\" class=\"Section2\"\u003e\n \u003ch2\u003e3.2 River Sand \u0026amp;Manufacture Sand (M-sand)\u003c/h2\u003e\n \u003cp\u003eRiver sand was used as natural fine aggregate and obtained locally. Manufactured sand obtained from crushing granite stone (quarry dust). The fineness modulus of river sand is 3.0, manufactured sand is 2.75 and confirms to zone II as per IS: 383\u0026ndash;1970. Approximately particle sizes vary in the range of 0-4.75 mm. The specific gravity of river sand and M sand is 2.48 \u0026amp;2.63, water absorption (%) of river sand and M sand is 0.8 \u0026amp;3.51, bulk density of river sand and M sand is 1633 \u0026amp;1726. The physical properties of river sand and manufactured sand were determined as per IS 2386 (Part III)-1963. The sieve analysis results of river sand and M sand are presented in Fig. \u003cspan class=\"InternalRef\"\u003e1\u003c/span\u003e.\u003c/p\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec6\" class=\"Section2\"\u003e\n \u003ch2\u003e3.3 Natural coarse aggregate, treated and untreated Recycled coarse aggregate\u003c/h2\u003e\n \u003cp\u003eThe required size of granite stone was used as a coarse aggregate and obtained from Thiruvakarai near Viluppuram, India.RCA is obtained from an old demolished building. The sieve analysis of natural coarse aggregate, treated and untreated RCA confirms as per IS 383\u0026ndash;1970 are presented in Fig. \u003cspan class=\"InternalRef\"\u003e2\u003c/span\u003e. The physical properties of coarse aggregates determined as per were 2386 (Part III)-1963 are presented in Table \u003cspan class=\"InternalRef\"\u003e1\u003c/span\u003e. All kinds of coarse aggregate used in this work are shown in Fig. \u003cspan class=\"InternalRef\"\u003e3\u003c/span\u003e. The elemental concentration of various aggregates are shown in Table \u003cspan class=\"InternalRef\"\u003e2\u003c/span\u003e and Fig. \u003cspan class=\"InternalRef\"\u003e4\u003c/span\u003e,tested in National centre for earth science studies, Trivandrum, Kerala.\u003c/p\u003e\n \u003cdiv class=\"gridtable\"\u003e\u0026nbsp;\u003ctable id=\"Tab1\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv class=\"CaptionNumber\"\u003eTable 1\u003c/div\u003e\n \u003cdiv class=\"CaptionContent\"\u003e\n \u003cp\u003eProperties of Coarse Aggregate\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"6\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eS.No\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eConcrete Mixes\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSpecific Gravity\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eWater Absorption (%)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eBulk density (kg/m\u003csup\u003e3\u003c/sup\u003e)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eFineness Modulus\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eNCA\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e2.74\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.8\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1649\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e8.0\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eRCA(UN)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e2.41\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e3.52\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1480\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e7.8\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e3\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eRCA(MS)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e2.61\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e2.1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1589\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e8.03\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e4\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eRCA(H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e2.56\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e2.5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1574\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e8.01\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eRCA(HCl)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e2.48\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e2.6\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1558\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e8.13\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec7\" class=\"Section2\"\u003e\n \u003ch2\u003e3.4 Super plasticizers\u003c/h2\u003e\n \u003cp\u003eTo increase the workability classic super flow SP was used. The chloride content is nil and specific gravity is 1.20.\u003c/p\u003e\n \u003cdiv class=\"gridtable\"\u003e\u0026nbsp;\u003ctable id=\"Tab2\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv class=\"CaptionNumber\"\u003eTable 2\u003c/div\u003e\n \u003cdiv class=\"CaptionContent\"\u003e\n \u003cp\u003eShows the Elemental Concentration (%) of Various Coarse Aggregate found by XRF-analysis\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"6\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eElemental\u003c/p\u003e\n \u003cp\u003eConcentration\u003c/p\u003e\n \u003cp\u003e(%)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eNatural\u003c/p\u003e\n \u003cp\u003eCoarse Aggregate (NCA)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eUntreated Recycled Aggregate RCA(UN)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMechanical scrubbing\u003c/p\u003e\n \u003cp\u003eTreated Aggregate\u003c/p\u003e\n \u003cp\u003eRCA(MS)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSulphuric\u003c/p\u003e\n \u003cp\u003eacid\u003c/p\u003e\n \u003cp\u003eTreated Aggregate\u003c/p\u003e\n \u003cp\u003eRCA(H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eHydrochloric\u003c/p\u003e\n \u003cp\u003eacid\u003c/p\u003e\n \u003cp\u003eTreated Aggregate\u003c/p\u003e\n \u003cp\u003eRCA (HCl)\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eSiO\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e62.50\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e48.30\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e50.70\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e46.70\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e55.30\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eTiO\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.04\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.53\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.56\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.45\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.71\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eAl\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/sub\u003e\u003cstrong\u003eO\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e3\u003c/strong\u003e\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e11.40\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e7.74\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e8.02\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e7.71\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e8.46\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eMnO\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.22\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.10\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.12\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.09\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.14\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eFe\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/sub\u003e\u003cstrong\u003eO\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e3\u003c/strong\u003e\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e8.53\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5.71\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5.42\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5.33\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5.67\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eCaO\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e9.13\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e30.90\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e29.40\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e30.40\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e23.70\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eMgO\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.73\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.00\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.01\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.84\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.00\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eNa\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/sub\u003e\u003cstrong\u003eO\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e3.32\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.52\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.83\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.51\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.88\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eK\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/sub\u003e\u003cstrong\u003eO\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e2.04\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.58\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.27\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.16\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.32\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eP\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e2\u003c/strong\u003e\u003c/sub\u003e\u003cstrong\u003eO\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e5\u003c/strong\u003e\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.36\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.24\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.21\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.19\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.27\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eSO\u003c/strong\u003e\u003csub\u003e\u003cstrong\u003e3\u003c/strong\u003e\u003c/sub\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.45\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.94\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1.17\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5.35\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e0.98\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e\u003cstrong\u003eSum\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e99.71\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e99.56\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e99.70\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e99.74\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e99.43\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n\u003c/div\u003e"},{"header":"4. METHODOLOGY","content":"\u003cp\u003eIS 10262:2019 Code provisions were used for mix design. The proportions of concrete mixtures were estimated for M20. The ratio used in the current study is 1:1.61:3.14.W/C ratio had arrived at 0.41. Natural aggregate concrete was abbreviated as NAC, prepared with natural river sand and crushed rock aggregate. Natural coarse aggregate \u0026amp; M sand concrete is abbreviated as NCMC, prepared crushed rock aggregate \u0026amp;M sand. Untreated recycled aggregate concrete is abbreviated as RAC (UN), prepared with Untreated recycled coarse aggregate, and M sand Mechanical scrubbing recycled aggregate concrete is abbreviated as RAC (MS), prepared with abrasion treated coarse aggregate and M sand. Similarly, Sulphuric acid-treated recycled aggregate concrete is abbreviated as RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e), prepared with H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e treated coarse aggregate and M sand. Hydrochloric acid-treated recycled aggregate concrete is abbreviated as RAC (HCl), prepared with HCl treated coarse aggregate and M sand. Six different concrete mixtures and each mix 18 samples were cast in the size of 100X 100 X100 mm. Test samples were cured at room temperature for 28 days. The compression tests were conducted by destructive methods and non \u0026ndash; destructive methods. Various concrete proportions were specified in Table\u0026nbsp;\u003cspan refid=\"Tab3\" class=\"InternalRef\"\u003e3\u003c/span\u003e. Figure\u0026nbsp;\u003cspan refid=\"Fig5\" class=\"InternalRef\"\u003e5\u003c/span\u003ea, b, c shows the experimental test setup specimen.\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab3\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 3\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eShows the various concrete mix proportion (kg/m\u003csup\u003e3\u003c/sup\u003e)\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"7\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eDESCRIPTION\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eNAC\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eNCMC\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eRAC(UN)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003eRAC\u003c/p\u003e \u003cp\u003e(MS)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c6\"\u003e \u003cp\u003eRAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c7\"\u003e \u003cp\u003eRAC (HCL)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCement\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e385\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e385\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e385\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e385\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e385\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e385\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eFine Aggregate\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e622\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e608\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e608\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e608\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e608\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e608\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCoarse Aggregate\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e1212\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e1212\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e1066\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e1154\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e1132\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e1096\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eWater\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e158\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e158\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e158\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e158\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e158\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e158\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eChemical Admixtures\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e5.77\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e5.77\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e5.77\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e5.77\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e5.77\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e5.77\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eWater cement Ratio\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003e0.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c3\"\u003e \u003cp\u003e0.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e0.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e0.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e0.41\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c7\"\u003e \u003cp\u003e0.41\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e"},{"header":"5. RESULTS AND DISCUSSION","content":"\u003cp\u003e\u003cstrong\u003e5.1 Properties of Natural and Recycled aggregate\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe crushing, impact and abrasion results are shown in Fig 6. The specific gravity of\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eNCA, RCA (UN), RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCl) was 2.74, 2.41, 2.61, 2.56 and 2.48 respectively. The water absorption of NCA, RCA (UN), RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCl) was 0.8, 3.52, 2.1, 2.5 and 2.6% respectively. The bulk density of NCA, RCA (UN), RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCl) was 1649, 1480, 1589, 1574, and 1558 kg/m\u003csup\u003e3\u003c/sup\u003e.The Crushing value of\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eNCA, RCA (UN), RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCl) was 27,38,30,34 and 35% respectively.\u0026nbsp;The impact value of\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eNCA, RCA (UN), RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCl) was 25,32,26,28, and 29 % respectively.\u0026nbsp;The abrasion value of\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eNCA, RCA (UN), RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCl) was 29, 47, 31, 32, and 34% respectively, similar results was found in previous researchers (Revathi et al 2015, Pandurangan et al 2016 , Saravanan et al 2016)\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.2 Unit Weight of Hardened Concrete\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe\u0026nbsp;unit weights of concrete values are\u0026nbsp;shown in Fig 7.The\u0026nbsp;unit weight of\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eNCA, RCA (UN), RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCl) was 2389, 2440,3312,2343,2324 and 2334 kg/m\u003csup\u003e3\u003c/sup\u003e at 3 days respectively. The unit weight of\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eNCA, RCA (UN), RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCL) was 2401,2452,2321,2348,2335 and 2344 kg/m\u003csup\u003e3\u003c/sup\u003e at 14 days respectively. The unit weight of\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003eNCA, RCA (UN), RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCl) was 2413,2464,2330,2353,2343 and 2354 kg/m\u003csup\u003e3\u003c/sup\u003e at 28 days respectively (Saravanan et al 2016)\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.3 Slump cone test\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe slump value for fresh concrete is shown in figure 8. In NAC \u0026amp;NCMC the slump value were obtained as 110\u0026amp;100mm, only 70 mm is obtained in RAC (UN), for RAC (MS) is 90mm, RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) is 85 mm and RAC (HCl) is 80 mm, before mixing the concrete the recycled coarse aggregate must be in SSD condition. The RAC (UN) consumes more water as compared to NAC \u0026amp; NCMC because the surface of aggregate is rough texture and relatively large surface area. The RAC (MS) is improved in workability of a maximum of 90 mm and RCA (MS) shows improvement compared to RAC (UN) but less than NAC \u0026amp;NCMC (Revathi et al 2015).\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.4 Compaction factor Test\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe Compaction factor results were shown in figure 9. In NAC \u0026amp;NCMC the value was obtained as 0.94\u0026amp;0.92 and 0.85 is obtained in RAC (UN), for RAC (MS) is 0.91, RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) is 0.90, and RAC (HCl) is 0.90, before mixing the concrete the recycled coarse aggregate must be in SSD condition. Due to old adhered mortar, the RCA absorbs more water and workability tends to be reduced. In the Compaction factor test, values from RAC (MS) have better results compared to other treatment techniques. All kinds of treatment methods improved their results in fresh properties of concrete compared to RAC (UN).\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.5 Vee-bee Consistometer Test\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe Vee-bee results are exposed in figure 10. In NAC \u0026amp;NCMC the value was obtained as 4 \u0026amp; 5 sec, RAC (UN) exposed as 9 sec, for RAC (MS) is 5 sec, RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) is 6 sec and RAC (HCl) is 6 sec, before mixing the concrete the recycled coarse aggregate must be in SSD condition. Various treated aggregate shows better performance than the untreated recycled aggregate.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.6 Compressive Strength test\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe compressive strength of different concrete mixes was presented figure 11. The RAC (UN) reduces compressive strength of 38.75% and 28.53% compared into NAC \u0026amp; NCMC at 28 days. The reduction of compressive strength was more in untreated aggregate concrete. By using treated recycled coarse aggregate in concrete the compressive strength is increased. Compared to RAC (UN) the treated aggregate of RAC (MS), RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RAC (HCl) is enhances by 25.79%, 17.29% and 7.78% at 28days, especially the mechanical scrubbing treated RAC (MS) shows better improvement .At the same time there is marginal difference between RAC (MS) \u0026amp; RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e). Other researchers also gave same parameters (Revathi\u0026nbsp;et al, 2015\u0026nbsp;and Pandurangan et al 2016). The correlation coefficient of compressive strength with respect to different ages is shown in figure 12. The correlation coefficient of NAC, NCMC RAC (MS), RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RAC (HCl) was 0.8855, 0.9437, 0.9122, 0.9229, 0.8983,and 0.9088 are shown in figure 12. This show that all the concrete mixes value are in increasing trend and untreated recycled coarse aggregate concrete decline its strength due to inferior properties of aggregate surface. Then, after surface treatment the aggregate was enhanced and treated aggregate concrete values are also in increasing trend.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.3 Schmidt Rebound Hammer Test\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe RAC (UN) reduces rebound numbers of 39 % and 30% compared into NAC \u0026amp; NCMC at 28 days. The rebound number of untreated recycled aggregate concrete represents very low compared to NAC and NCMC. By using treated recycled coarse aggregate in concrete the rebound numbers is increased. Compared to RAC (UN) the treated aggregate of RAC (MS), RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RAC (HCl) is enhances by 26.31%, 22.22% and 12.5% at 28days. The rebound number is increased in all kinds of treated aggregate concrete, especially increased high in mechanical scrubbing treated aggregate concrete. At the same time there is marginal difference between RAC (MS) \u0026amp; RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e).The variations of rebound numbers of different mixes are presented in table 4 and figure 13. The correlation coefficient of rebound number with different ages is shown in figure 14. The correlation coefficient of NAC, NCMC RAC (MS), RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RAC (HCl) was\u0026nbsp;0.8024, 0.8163, 0.7686, 0.8325, 0.8480, and 0.7642 are\u0026nbsp;shown in figure 14.Thr correlation coefficient value of RCA(UN) has very lower compared to other mixes. After treatment of recycled aggregate the coefficient value was enhanced and still inferior when compared to natural aggregate concrete.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eTable 4 Rebound Number (RN) and\u0026nbsp;Ultrasonic Pulse Velocity (m/s) at Various Ages\u003c/strong\u003e\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"682\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd width=\"14.831130690161528%\" rowspan=\"2\"\u003e\n \u003cp\u003e\u003cstrong\u003eConcrete Mixes\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"42.584434654919235%\" colspan=\"6\"\u003e\n \u003cp\u003e\u003cstrong\u003eRebound Number (RN)\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"42.584434654919235%\" colspan=\"6\"\u003e\n \u003cp\u003e\u003cstrong\u003eUltrasonic pulse velocity(m/s)\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e3 \u0026nbsp;Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e7 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e14 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e28 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e56 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e90 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e3 \u0026nbsp;Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e7 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e14 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e28 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e56 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"8.333333333333334%\"\u003e\n \u003cp\u003e\u003cstrong\u003e90 Days\u003c/strong\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"14.918759231905465%\"\u003e\n \u003cp\u003eNAC\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e16\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e19\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e22\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e23\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e25\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e27\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3015\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3478\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4170\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4630\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4728\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4815\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"14.918759231905465%\"\u003e\n \u003cp\u003eNCMC\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e13\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e17\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e18\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e20\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e23\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e24\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e2780\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3240\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3865\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4275\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4310\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4398\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"14.918759231905465%\"\u003e\n \u003cp\u003eRAC(UN)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e7\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e11\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e12\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e14\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e16\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e17\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e2052\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e2398\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e2825\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3145\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3224\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3312\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"14.918759231905465%\"\u003e\n \u003cp\u003eRAC(MS)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e13\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e15\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e18\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e19\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e22\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e23\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e2684\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3074\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3673\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4075\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4163\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e4244\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"14.918759231905465%\"\u003e\n \u003cp\u003eRAC(H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e11\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e13\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e16\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e18\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e20\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e22\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e2460\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e2786\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3278\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3650\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3824\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3917\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd width=\"14.918759231905465%\"\u003e\n \u003cp\u003eRAC(HCL)\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e9\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e12\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e13\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e16\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e17\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e18\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e2284\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e2588\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3067\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3425\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3578\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd width=\"7.0901033973412115%\"\u003e\n \u003cp\u003e3664\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003e\u003cstrong\u003e5.4 Ultrasonic pulse velocity test\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe ultrasonic pulse velocity of various treated RAC was improved by 9.89 \u0026ndash; 22.55% at 56 days than RAC (UN). The ultrasonic pulse velocities of NAC and NCMC at 90 days are 4815m/s\u0026amp; 4398 m/s .The ultrasonic pulse velocities of RAC (UN), RAC (MS), RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RAC (HCl) at 90 days are 3312 m/s, 4244 m/s, 3917 m/s \u0026nbsp;and 3664 m/s respectively. The ultrasonic pulse velocity of various treated RAC was improved by 9.60 \u0026ndash; 21.96 % at 90days than RAC (UN). The treated aggregate improves the velocity but not exceed the NAC and NCMC. The RAC (MS) gives better improvement than other treatment methods but all kinds of treated aggregate improves their velocity compared to RAC (UN). The pulse velocity of various mix are presented in table 4 and figure 15. The correlation coefficient of ultrasonic pulse velocity with different ages is shown in figure 16. The correlation coefficient of NAC, NCMC RAC (MS), RAC (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RAC (HCl) was 0.6336, 0.6042, 0.6606, 0.6402, 0.717 and0.704 are shown in figure 16.The correlation coefficient value of RCA(UN) has very lower compared to other mixes. After treatment of recycled aggregate the coefficient value was enhanced and still inferior when compared to natural aggregate concrete.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.5 Correlations between compressive strength and Schmitt rebound number\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe relationship between compressive strength and Schmitt rebound number for various mixes in this study are shown in figure 17. \u0026nbsp;The correlation coefficient between compressive strength and Schmitt rebound number for various coarse aggregate mixes such as NAC, NCMC, RAC (UN), RAC (H2SO4) and RAC (HCL) was 0.946, 0.911, 0.950, 0.943, 0.927 and 0.941are shown in figure 17. \u0026nbsp;The different correlation coefficient of was observed for different mixes in this study and similar to Dilbas et al. Figure18 shows the combination of all different aggregate concrete and it was very useful to determine the prediction of results. The treated aggregate concrete shows better performance than the recycled aggregate concrete. A similar observation was found in Kanellopoulos et al., Dimitriou et al 2018, Al-Bayati et al 2016. Zhen Huaet al 2014.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.6 Correlation between compressive strength and ultrasonic pulse velocity\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe relationship between compressive strength and ultrasonic pulse velocity for various mixes in this study are shown in figure 19.The correlation coefficient between compressive strength and ultrasonic pulse velocity for various coarse aggregate mixes such as NAC, NCMC, RAC (UN), RAC (H2SO4) and RAC (HCL) was 0.9845, 0.9778, 0.9905, 0.9838, 0.9767 and 0.9774 are shown in figure19. \u0026nbsp;The different correlation coefficient of was observed for different mixes in this study and similar to Dilbas et al. Figure 20 shows that the combination of all different aggregate concrete and it was very useful to determine the prediction of results. The treated aggregate concrete shows better performance than the recycled aggregate concrete. The good correlations were observed from mechanical properties of concrete, especially between compressive strength and ultrasonic pulse velocity. A similar observation was found in Kanellopoulos et al., Dimitriou et al 2018, Al-Bayati et al 2016. Zhen Huaet al 2014.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.5. Impact Resistance test\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eAccording to ACI committee 544.1R-82, concrete disc specimens were used to find out the resistance of impact. \u0026nbsp;The size of specimen is 152.4 mm diameter and 63.5mm thick were used. Figure 21(a) shows instrumental setup images for impact test of controlled concrete specimen. Figure 21 (b) shows the failed pattern of various mix specimens. Each result is noted as average of three specimen values. In this current study, NAC mix at 28 days, 19 blows for initial crack occurred on the specimen and at 23 blows final failure occurred .In NCMC mix at 28 days, initial crack appeared at 17 blows and final failure occurred at 19 blows. But in RCA (UN) mix at 28 days, initial crack appeared at 11 blows and final failure occurred at 13 blows. Due to old attached mortar the aggregate surface had high porous so, bonding between old mortar and new cement paste get reduced. Similarly, for RCA (MS), RCA (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e) and RCA (HCl) at 28 days, the initial crack appeared at 15, 14 \u0026amp; 12 blows and final failure occurred at 18, 16 \u0026amp;14 blows. This shows various treated aggregate enhances the impact resistance of concrete. Especially mechanical scrubbing treated aggregate improves better resistance compared to other chemical treatment. The Impact resistance of initial crack and final failure of various mixes are shown in Figure 22 and23.The correlation coefficient for impact resistance and various ages are shown in figure 24.\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e5.6 Photographic view of cross section\u003c/strong\u003e\u003cstrong\u003e\u0026nbsp;and Scanning Electron Microscope\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe interfacial transition zone is clearly shown in figure 25.The pores are highly in recycled aggregate concrete than controlled concrete. The untreated recycled concrete show the indication of old rebars corrosion marks on surface. The interfacial transition zone was weak in the side of old adhered mortar present in aggregate. The new cement paste and old cement paste are clearly marked in each and every photo.\u0026nbsp;\u003c/p\u003e"},{"header":"6 CONCLUSIONS","content":"\u003col start=\"1\" type=\"1\"\u003e\n \u003cli\u003eA physical property of recycled aggregate was enhanced by all types of treatment methods. More effective in mechanical scrubbing treatment method.\u003c/li\u003e\n \u003cli\u003eIn fresh concrete properties, untreated recycled aggregate concrete consumes more water for workability. The RAC (MS) consumes less water for workability requirements compared to RAC (UN).\u003c/li\u003e\n \u003cli\u003eCompressive strength of RAC (MS) improved the strength by 25.79% compared to RAC (UN) at 28 days, at the same time all treated aggregate improves the strength.\u003c/li\u003e\n \u003cli\u003eThe rebound Number for NAC and NCMC is 23 and 20. RAC (UN) number is 14 and the rebound number enhanced in RAC (MS) is 19 at 28 days.\u0026nbsp;\u003c/li\u003e\n \u003cli\u003eUltrasonic pulse velocity represented 4630 m/s and 4275 m/s for NAC\u0026amp; NCMC. The RAC (UN) pulse velocity was 3145 at 28 days.\u0026nbsp;\u003c/li\u003e\n \u003cli\u003eMechanical scrubbing treatment give better improvement compared to all other methods. This method was eco-friendly and requires no skilled labor to treat the aggregate.\u003c/li\u003e\n \u003cli\u003eIn impact resistance, the treated aggregate enhances the concrete more significantly. Especially mechanical scrubbing shows better performance compared to untreated RA in concrete\u003c/li\u003e\n \u003cli\u003eThe photographic and scanning electron microscope shows the surface of concrete and it gives clear observation of sample, in RAC(UN) shows old corrosion impression in aggregate and have more voids due to adhered mortar. But the treated aggregate concrete the ITZ was modified.\u0026nbsp;\u003c/li\u003e\n\u003c/ol\u003e"},{"header":"Declarations","content":"\u003cp\u003e\u003cstrong\u003eEthics approval and consent to participate-\u003c/strong\u003e Nil\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eConsent for publication\u003c/strong\u003e \u0026ndash; Nil\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eAvailability of data and materials\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eData available on request due to privacy/ethical restrictions\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eThe data that support the findings of this study are available on request from the corresponding author. The data are not publicly available due to privacy or ethical restrictions.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eCompeting interests\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u0026nbsp;The authors declare that they have no known competing and financial interests or personal relationships that could have appeared to influence the work reported in this paper. The authors declare the following financial interests/personal relationships which may be considered as potential competing interests.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eFunding\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eNo Funding is provided by central or state government and Institutional level\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eAuthors\u0026apos; contributions\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eJ.Vengadesh Marshall Raman\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eContributed data or analysis tools\u003c/p\u003e\n\u003cp\u003e\u0026nbsp;Performed the analysis\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eWrote the paper\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eV.Ramasamy\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eConceived and designed the analysis\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eCollected the data\u003c/p\u003e\n\u003cp\u003eAcknowledgements\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eThe Original paper not published in anywhere and its pure originality\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eJ.Vengadesh Marshall Raman\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eResearch Scholar, Department of Civil Engineering, Anna University, Chennai, India. 600025, [email protected]\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eV. Ramasamy\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eProfessor, Department of Civil Engineering, Adhiparasakthi Engineering College, melmaruvathur, India, 603319.\u0026nbsp;\u003c/p\u003e\n\u003cp\[email protected]\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\n \u003cli\u003eAlbayati, A., Yu, W., Yan, W. \u0026amp; Haynes, J. (2018). A sustainable pavement concrete using warm mix asphalt and hydrated lime treated recycled concrete aggregates. Sustainable Materials and Technologies, 20: e00081. https://doi.org/10.1016/j.susmat.2018.e00081\u003c/li\u003e\n \u003cli\u003eAnindya , S.S.\u0026amp; Khan, M.A.(2020). Rebound hammer test to predict in-situ strength of concrete using recycled concrete aggregates, brick chips and stone chips. Construction and Building Materials, https://doi.org/10.1016/j.conbuildmat.2020.121088\u003c/li\u003e\n \u003cli\u003eBibhuti, B.M.\u0026amp;Sudhirkumar, V.(2014). 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Properties of recycled aggregate concrete made with recycled aggregates with different amounts of old adhered mortars, Materials and Design, 58; 19-29. http://dx.doi.org/10.1016/j.matdes.2014.01.044\u003c/li\u003e\n \u003cli\u003eAl-Bayati,H.A.K., Das,P.K., Tighe,S.L., Baaj,H.,(2016) Evaluation of various treatment methods for enhancing the physical and morphological properties of coarse recycled concrete aggregate, Construction and Building Materials 112;284-298, http://dx.doi.org/10.1016/j.conbuildmat.2016.02.176\u003c/li\u003e\n \u003cli\u003eDimitriou,G., Savva ,P., Petrou , M.F.,(2018) Enhancing mechanical and durability properties of recycled aggregate concrete, Construction and Building Materials,158;228-235, https://doi.org/10.1016/j.conbuildmat.2017.09.137\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":false,"highlight":"","institution":"","isAcceptedByJournal":true,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"journal-of-building-pathology-and-rehabilitation","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"bpar","sideBox":"Learn more about [Journal of Building Pathology and Rehabilitation](http://link.springer.com/journal/41024)","snPcode":"41024","submissionUrl":"https://submission.nature.com/new-submission/41024/3","title":"Journal of Building Pathology and Rehabilitation","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"em","reportingPortfolio":"Springer Hybrid","inReviewEnabled":true,"inReviewRevisionsEnabled":false},"keywords":"Non-Destructive Test, Compressive Strength, Schmidt Rebound Hammer, Ultra Sonic Pulse Velocity, Recycled coarse Aggregate, Impact Resistance","lastPublishedDoi":"10.21203/rs.3.rs-3624876/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-3624876/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eThe strength evaluation of concrete can be determined by destructive and Non-destructive methods. In recent years construction industry initiated using demolition waste in structural concrete and due to this action coarse aggregate cost has been reduced. By using pre-treatment method of recycled coarse aggregate (RCA), the concrete properties will increase. Thus, the RCA are treated by using mechanical scrubbing and acid treatment (H\u003csub\u003e2\u003c/sub\u003eSO\u003csub\u003e4\u003c/sub\u003e \u0026amp; HCl) before induced in concrete. Slump value for controlled concrete with river sand and M-sand was 110mm and 100mm. For untreated recycled aggregate concrete, the slump value reduced to 70mm and it is improved by using mechanical scrubbing treated aggregate concrete by 90mm without addition extra water. Similarly, Vee-bee consist meter test and Compaction factor test results were reduced suddenly while using untreated aggregate concrete; it was improved by all treatment methods especially by mechanically scrubbing techniques. The compressive strength for untreated aggregate concrete at 28 days is 16.83 N/mm\u003csup\u003e2\u003c/sup\u003e and it was improved by mechanical scrubbing by 22.68 N/mm\u003csup\u003e2\u003c/sup\u003e.The strength was increased by mechanically treated aggregate concrete by 25.79% on compared with untreated aggregate concrete. The rebound numbers of treated RAC were improved by 12.5-26.31% at 28 days than RAC (UN). The ultrasonic pulse velocity in different treatments of RAC was improved by 8.17 – 22.82% at 28 days than RAC (UN). Impact resistance also enhanced by using treated recycled aggregate.\u003c/p\u003e","manuscriptTitle":"Properties of Concrete With Dissimilar Treated Recycled Coarse Aggregate","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2023-11-21 16:17:22","doi":"10.21203/rs.3.rs-3624876/v1","editorialEvents":[{"type":"communityComments","content":0},{"type":"decision","content":"Revision requested","date":"2024-01-24T21:25:16+00:00","index":"","fulltext":""},{"type":"editorInvitedReview","content":"","date":"2024-01-09T14:02:30+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"75ce4eaa-65e2-4eff-a57d-73e082cdb750","date":"2023-12-29T11:51:34+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"ee0be1a8-97e2-4357-84bc-e217d83dd94a","date":"2023-11-29T14:39:36+00:00","index":"hide","fulltext":""},{"type":"reviewerAgreed","content":"9ac36001-1d7d-454e-a25c-00df614ad03b","date":"2023-11-29T14:04:50+00:00","index":"hide","fulltext":""},{"type":"reviewersInvited","content":"","date":"2023-11-29T13:37:20+00:00","index":"","fulltext":""},{"type":"editorAssigned","content":"","date":"2023-11-22T20:24:26+00:00","index":"","fulltext":""},{"type":"checksComplete","content":"","date":"2023-11-18T04:22:09+00:00","index":"","fulltext":""},{"type":"submitted","content":"Journal of Building Pathology and Rehabilitation","date":"2023-11-17T09:31:04+00:00","index":"","fulltext":""}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"journal-of-building-pathology-and-rehabilitation","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":false,"externalIdentity":"bpar","sideBox":"Learn more about [Journal of Building Pathology and Rehabilitation](http://link.springer.com/journal/41024)","snPcode":"41024","submissionUrl":"https://submission.nature.com/new-submission/41024/3","title":"Journal of Building Pathology and Rehabilitation","twitterHandle":"","acdcEnabled":true,"dfaEnabled":true,"editorialSystem":"em","reportingPortfolio":"Springer Hybrid","inReviewEnabled":true,"inReviewRevisionsEnabled":false}}],"origin":"","ownerIdentity":"0bdcee86-99f6-4bc9-afa5-e3f03bb9699d","owner":[],"postedDate":"November 21st, 2023","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"published-in-journal","subjectAreas":[],"tags":[],"updatedAt":"2024-04-08T15:08:13+00:00","versionOfRecord":{"articleIdentity":"rs-3624876","link":"https://doi.org/10.1007/s41024-024-00402-w","journal":{"identity":"journal-of-building-pathology-and-rehabilitation","isVorOnly":false,"title":"Journal of Building Pathology and Rehabilitation"},"publishedOn":"2024-04-05 15:02:04","publishedOnDateReadable":"April 5th, 2024"},"versionCreatedAt":"2023-11-21 16:17:22","video":"","vorDoi":"10.1007/s41024-024-00402-w","vorDoiUrl":"https://doi.org/10.1007/s41024-024-00402-w","workflowStages":[]},"version":"v1","identity":"rs-3624876","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-3624876","identity":"rs-3624876","version":["v1"]},"buildId":"7rjqhiLT3MXkJMwkYKINL","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}