1 ANALYSIS OF R.C.C BEAMS BY REPLACING COARSE AGGREGATE WITH LATERITE USING LOADING FRAME MEMBERS: GUIDED BY: MUHAMMAD SHAFFAF E K AKHIL ELIYAS RAHUL THOMAS ASSISTANT PROFESSOR ATHIRA K K CIVIL DEPT. ASHIYA THOMAS DAYANA ARAVIND

2 INTRODUCTION  RCC beam used as structural members.  It is necessary to analyse the beam.  Project done by replacing coarse aggregate with different proportions of laterite(10%,15% and 20%).  Compressive strength and flexural strength found out.  Comparison of result with standard values.

3 NEED AND SCOPE  Shortage of availability of coarse aggregates.  Abundant presence of laterite locally.  More economical.

4 OBJECTIVE  To find the compressive strength of RCC beam using compression testing machine.  To find the flexural strength of RCC beam.  To analyse the beam using loading frame.  To compare and contrast the characteristics and strength of ordinary beam with the replacement beams.

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6 METHODOLOGY  RCC Beams of M20 grade casted for determining flexural and compressive strength.  The coarse aggregate replaced in various proportions using laterite (10%,15% and 20% by weight).  Compressive strength found out using compression loading machine.  The flexural strength found out using loading frame.  The results obtained compared with the standard values of ordinary beams without replacement of coarse aggregate content.

7 BEAM DESIGN

8 STEPS INVOLVED 1.Consider given b and d. 2.Estimate factored load on the beam. 3.Calculate factored moment as Mu. 4.Calculate Mu lim. by using b & d values. 5.Calculate the area of main reinforcement. 6.Calculate the number of bars. 7.Checks for shear reinforcement.

9 MIX DESIGN TESTS DONE 1.Specific gravity of i. Coarse Aggregate ii. Fine Aggregate 2.Sieve Analysis of i. Coarse Aggregate ii. Fine Aggregate

10 STEP 1 Given Length of beam l = 2m Depth of beam D = 150mm Breadth of beam B = 200mm Cover to the reinforcement d ’ = 30mm d = 150-60=90mm b = 200-60=140mm Compressive strength of concrete fck = 20 N/mm2 Yield strength f concrete fy = 415 N/mm2 STEP 2: Mu calculation Reactions RA+RB=40KN Cosider moment at A = 0 ∑MA=0 RB×2-(20×2/3)-(20×1/3)=0

11 RB=20KN RA=20KN Self weight of the beam = 25×200×150=.75KN/m Total Moment = wl2/8+wl/4 = (.762×)/8+(40×2/4) =20.375 KNm Factored moment =20.375 ×1.5 =30.5 KNm STEP 3:Mu lim calculation Mu lim =.36xumax/d(1-(.42×xumax/d))×b*fck =0.36×0.48×(1-(0.42×0.48))×140××20 =3.129KNm STEP 4:Ast calculation Main reinforcement Ast = 0.5fck*b*d/fy (1-(1-4.6mulim/fck*b*d)½) = (0.5×20×140×90)/415 (1-(1-4.6*3.129*10^6) ^½) =120.09mm2

13 Sv =0.87×415×471.23×90/10474.4 = 1461.88mm Spacing from IS Code 456-2000 0.75d=0.75 ×90 = 67.5mm 300mm Less value is provided. So Spacing = 67.5 mm Provide 6 numbers of 10mm dia bars at 67.5mm c/c Step 6 :Check for shear Moment M=20.37Nm wl2/8 =20.37KNm w=40.75KN/m Vu=wl/2 =(40)/2 =20KN Tv = Vu/bd =40/(140×90) = 1.58N/mm2 To find Tc :

15 TESTS CONDUCTED ON MATERIALS 1. SPECIFIC GRAVITY OF COARSE AGGREGATE The specific gravity of an aggregate is considered to be a measure of strength or quality of the material. PROCEDURE: The container was cleaned and dried, and the weight was noted(W1). The aggregate is filled about one third of the container, and the weight of container with aggregate was noted(W2). The container is filled with water, and the weight of container with aggregate and water is noted(W3). The container is emptied and cleaned thoroughly and filled with distilled water and the weight was noted(W4). The specific gravity is obtained by the equation, S.G= (W2-W1)/((W4-W1)-(W3-W2))

16 Result: Specific gravity of coarse aggregate = (8.13-3.525)/((6.54-3.525)-(9.6-8.13) ) = 2.9

17 2. SPECIFIC GRAVITY OF FINE AGGREGATE PROCEDURE: The bottle was cleaned and dried, and the weight was noted(W1). The sand is filled about one third of the container, and the weight of bottle with sand was noted(W2). The bottler is filled with water, and the weight of bottlewith sand and water is noted(W3). The bottle is emptied and cleaned thoroughly and filled with distilled water and the weight was noted(W4). The specific gravity is obtained by the equation, S.G= (W2-W1)/((W4-W1)-(W3-W2))

18 Result: Specific gravity of fine aggregate = (9.5-3.76)/((6.84-3.76)-(10.38-9.5)) = 2.6

19 4. SIEVE ANALYSIS-COARSE AGGREGATE: Fineness modulus is a numerical index used to know the mean size of particle in the total Quantity of aggregate. The sieve sizes used are 80mm,40mm,20mm,10mm,4.75mm, 2.36mm, 1.18mm, 600micron, 300micron, 150micron, PROCEDURE: Take air dried sample of coarse aggregate and sieve successfully on the appropriate sieves starting from largest. After sieving the weight of aggregate retained on each sieve is noted. The sum of cumulative percentage retained in each of the sieve divided by 100 gives fineness modulus of coarse aggregate. Result: Fineness modulus= 7.38

20 5. SIEVE ANALYSIS- FINE AGGREGATE Fineness modulus is a numerical index used to know the mean size of particle in the total Quantity of aggregate. The sieves used are 4.75mm,2.36mm,1.18mm,600micron,300micron,150micron. PROCEDURE: Take air dried sample of fine aggregate and sieve successfully on the appropriate sieves starting from largest. After sieving the weight of aggregate retained on each sieve is noted. The sum of cumulative percentage retained in each of the sieve divided by 100 gives fineness modulus of fine aggregate. Result: Fineness modulus= 2.86

21 MIX DESIGN PROCEDURE A. Stipulation for proportioning a) Grade Designation - M20 b) Type of cement - PPC c) Maximum nominal size of aggregate - 20 mm d) Minimum cement content – 300kg/m3 e) Maximum Water Cement Ratio – 0.55 f) Workability -125 mm g) Exposure conditions – Mild h) Degree of supervision – Good i) Types of aggregate - Crushed angular aggregate B.Test data for materials Cement used - PPC Specific gravity of cement - 2.6 Specific gravity Coarse Aggregate -2.9 Fine Aggregate - 2.6

22 Sieve Analysis Coarse Aggregate - 20mm nominal size Fine aggregate - Conforming to grading zone II of Table 4 of IS383 C. Target strength for mix proportioning f’ck = fck + 1.65s where, f’ck = Target average compressive strength at 28 days fck= Characteristic compressive strength at 28 days s= Standard deviation From Table 1, standard deviation s= 4N/mm2 Therefore, target strength = 20 + 1.65*4 = 26.6 N/mm2 D. Selection of water cement ratio From Table 5 of IS456, maximum water cement ratio = 0.55 E. Selection of water content From Table 2, maximum water content = 186 litre for 20mm aggregate Estimated water content for 125mm slump= 186+ (9/100)*186 = 200 litres

23 F. Calculation of cement content Water-cement ratio = 0.55 Cement content = 200/0.55 = 363.63 kg/m3 From Table 5 of IS456, minimum cement content for ‘ mild ‘ exposure condition = 300kg/m3 363.63 > 300kg/m3. Hence O.K. G. Proportion of volume of coarse aggregate and fine aggregate content Corrected proportion of volume of coarse aggregate for the water cement ratio of 0.55 = 0.62 Volume of coarse aggregate content = 0.62 Volume of fine aggregate content = 1- 0.62 = 0.38 The mix calculation per unit volume of concrete shall be as follows: Volume of concrete = 1 Volume of cement =(mass of cement /specific gravity of water)x(1/1000) = (350/2.6)x(1/1000) =.135 m3

24 Volume of water = (mass of water/specific gravity of water)x(1/1000) = (200/1)x(1/1000) = 0.2m3 Volume of admixture = 0 Volume of all in aggregate = (a-(b+c+d)) = (1-(0.135+0.2))= 0.665 Mass of coarse aggregate = e x volume of coarse aggregate x specific gravity of coarse aggregate x 1000 = 0.62 x 0.665 x 2.9x 1000 = 1195.67 kg Mass of fine aggregate = e x volume of fine aggregate x specific gravity of fine aggregate x 1000 = 0.665 x 2.6 x 0.38 x 1000 = 657.02kg MIX PROPORTION Cement = 363.63 kg Water = 200 L Fine Aggregate = 657.02kg/ Coarse Aggregate = 1195.67kg/ Water/Cement Ratio = 0.55 Cement : Fine Aggregate: Coarse Aggregate = 1:1.8:3.3

25 LITERATURE REVIEW

26 1.FLEXURAL BEHAVIOUR OF RCC BEAMS  ISSN:2319-1058,International Journal of Innovations in Engineering and Technology, by S Tejaswi and J Eeshwar Ram  Flexural behaviour of three RCC beams of under reinforced,balanced and over reinforced was analysed.  It was observed that under reinforced section reinforcement reaches ultimate stress (415 N/mm2), and over reinforced section reach 87% of ultimate stress.

27 2. A STUDY ON FLEXURAL BEHAVIOUR OF RCC BEAMS CONTAINING HIGH VOLUME FLY ASH  IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) e-ISSN: 2278- 1684,p-ISSN: 2320-334X, Volume 12, Issue 4 Ver. V (Jul. - Aug. 2015), PP 35-40, by T Srinivas and N V Ramana Rao  The Comparison of flexural response of beams are made with ordinary portland cement concrete (OPCC) and high volume fly ash concrete (HVFAC) for various compositions.  It was observed that up to 50% fly ash replacement, the compressive and flexural strength of concrete decreases slightly, but from 50 to 70% the strengths are abruptly fallen and there is no much variation in deflection.

28 3. EXPERIMENTAL ANALYSIS OF FLEXURAL BEHAVIOUR AND CRACK PATTERN OF RCC COMPOSITE BEAM  An experimental investigation is on partial replacement of concrete below the neutral axis by placing bricks with spacing and without spacing.  Thus, behaviour of composite beams has shown similar strength and characterstics to that of reinforced concrete beams.  Therefore, Brick reinforced concrete beams can be used for sustainable and environment friendly construction work as it reduces the consumption of cement and also reduces the dead load.

29 4. EXPERIMENTAL BEHAVIOR OF R.C.BEAM BY THE PARTIAL REPLACEMENT OF COARSE AGGREGATE USING COCOS NUSIFERA(COCONUT SHELL)  International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395 -0056 Volume: 03 Issue: 04 | Apr-2016 www.irjet.net p-ISSN: 2395-0072  In this experimental study the partial replacement of coarse aggregate with 0% to 50% of coconut shell waste collected from the agricultural farms and houses were used along with the admixture. They are mixed at M30 graded concrete.  In this research the replacement percentage is up to 50% with the conventional coarse aggregate. The compressive strength of the CSC is 37.7N/mm2 by replacing 25% of coarse aggregate.

30 5. A REVIEW OF THE PROPERTIES OF LATERITE CONCRETE  However, laterite soil produced concrete that compares in strength with a normal concrete. It also showed that laterite soil can enhance some properties of concrete depending on the nature of the laterite and also blended material  Laterised concrete have proved to possess good structural properties in contrary to the statement of (Nevile, 1995) saying laterised concete can hardly produce concrete strength more than 10Mpa. Although, laterite soil was seen to yield less workable concrete.

31 6.ENGINEERING PROPERTIES OF CONCRETE WITH LATERITE AGGREGATE AS PARTIAL COARSE AGGREGATE REPLACEMENT  This paper presents the engineering properties of concrete containing laterite aggregate as partial coarse aggregate replacement. Granite aggregate has been replaced by 10, 20, 30, 40 and 50% with laterite aggregate.  Tests on compressive strength, flexural strength and modulus of elasticity have been carried out at the age of 7, 14, 28 and 60 days.  The results revealed that replacement of laterite aggregate up to 30% able to produce laterite concrete exhibiting the targeted strength which is 30 MPa.

32 REFERENCES [1] ISSN:2319-1058,INTERNATIONAL JOURNAL OF INNOVATONS IN ENGINEERING AND TECHNOLOGY) BY S Tejaswi and J Eeshwar Ram. [2] IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE) e-ISSN: 2278-1684,p-ISSN: 2320-334X, Volume 12, Issue 4 Ver. V (Jul. - Aug. 2015), PP 35-40 www.iosrjournals.org D [3] IJSTE - International Journal of Science Technology & Engineering | Volume 3 | Issue 03 | September 2016 ISSN (online): 2349-784X Al

33 [4] International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395 -0056 Volume: 03 Issue: 04 | Apr-2016 www.irjet.net p-ISSN: 2395-0072 [5] Abdeljaleel, N. S., Hassaballa, A. E., Rahman, A. and Mohamed, E., (2012), the effect of gum arabic powder and liquid properties on the properties of concrete. internationa journal of engineering invensions, 1(12), pp 57-65. [6] Ryduchowska D.T, (1986), “The effect of aggregate variation on the compressive strength,” Concrete,vol. 16, 135-142.