1. Department of civil engineering,SCOE,Pune-41 Page 1 ACKNOWLEDGEMENT We express our deepest gratitude to our Principal Dr. S. D. Lokhande and Head of Civil Engineering Department Dr. S. S. Shastri for providing facilities for the completion of our project work and report. Our special thanks to S. P Kulkarni, S.R. God guide of our project, whose valuable guidance and constant inspiration lead us towards the successful completion of report on project report. We are also grateful to all teaching and non-teaching staff of Civil Engineering Department who has given valuable suggestions at every stage of project work and report. 2. Department of civil engineering,SCOE,Pune-41 Page 2 ABSTRACT Research in the area of Slurry Infiltrated Fibre Concrete (SIFCON) has been carried out during the last twenty years. Traditionally, SIFCON is produced by a process in which fibres are put into an empty mould, after which the fibre mass is infiltrated by a cement slurry under vibration. Our Slurry is performed with M40 trail mix design, 0.45 water/cement ratio and dosage of superplasticizer and silica fume. The V funnel test, flow table test and L box flow test were used to evaluate the characteristic of the slurry. And then the mechanical tests like compressive strength, flexural strength and splitting tensile test were done and measured the strength of casted concrete. For getting of our aim we used 10*10*10 cm, 10*10*50 cm and D = 15cm and L = 30 cm moulds for cubes, beams and cylinders respectively.. Keywords: SIFCON, workability tests for fresh concrete, Mechanical tests and admixtures like silica fume and superplasticizer. 3. Department of civil engineering,SCOE,Pune-41 Page 3 CHAPTER 1. 1.1 Introduction: Slurry-infiltrated fibres concrete (SIFCON) can be considered as a special type of fiber concrete with high fibres content. The matrix usually consists of cement slurry or flowing mortar. SIFCON has excellent potential for application in areas where high ductility and resistance to impact are needed. Only very limited information is available about its behaviour under different types of loading. This research is performed in the department of civil Engineering Sinhgad college Vadgoan (BK) Pune India. It consist of workability tests like V funnel test, flow table test and L box flow test for slurry and mechanical tests like compressive strength, flexural strength and splitting tensile strength tests. To study both strength and deformation characteristics of the specimens. Which combined of ordinary Portland cement, ordinary sand, water, silica fume and superplasticizers. The results obtained from these tests have been added and the major conclusions drawn from the investigations are presented. Slurry-infiltrated fibres concrete (SIFCON) is a relatively new material that can be considered as a special type of fibre-reinforced concrete (FRC). In two aspects, however namely, fibres content and the method of production SIFCON is different from normal FRC. The steel fibres percentage varies between 2 to 8 percent. And for trail mix design water cement ratio was considered 0.45 and ordinary sand is pass out from 4.75 sieve of IS recommendations. This performed in shape of cubes 100*100*100 mm, beams 100*100*500 mm and cylinder of size D =150 mm and L = 300 mm. SIFCON has been used successfully for refractory applications, pavement overlays, and structures subjected to blast and dynamic loading. Because of its highly ductile behaviour and far superior impact resistance, the composite has excellent potential for structural applications in which accidental or abnormal loads such as blasts are encountered during service. However, the composite was developed only recently, and only limited data are available on its behaviour under different types of loading. Therefore, investigations were undertaken at the Sinhagad College Engineering Pune India, 4. Department of civil engineering,SCOE,Pune-41 Page 4 1.2 Slurry Infiltrated Fibres Concrete (SIFCON): SIFCON is fibre reinforced concrete but it is produced using a method very different from that for 'ordinary' fibre concrete. Fibre concrete is usually produced by adding fibres into fresh concrete. All components are then mixed together and cast into a mould. SIFCON, on the other hand, is produced by placing fibres into an empty mould first and then infiltrating them with a cement slurry. The development of 'self-compacting' slurry, which is able to infiltrate itself among fibres without vibration, is very useful for the practical application of this material in construction. An investigation into the area of cement slurries was the major part of this research into SIFCON. Figure 1.1 Steel fibres with slurry 5. Department of civil engineering,SCOE,Pune-41 Page 5 1.3 Objectives: The objective of our project work is to make high strength of concrete by slurry infiltrated fibers by using steel fibers, silica fume, superplasticizer with cement and sand. To make more strength. More compacted and having more resistance. Develop suitable mix design. Develop tests for fibers. Increase fatigue, impact and absorption resistance. Increase ductility, tensile and flexural strength. 1.4 Scope of the project work: SIFCON is one type steel reinforced concrete which can apply in many fields of constructions and can make changes for behavior of the concrete structure such that to remain safe from climatic conditions and can make develop suitable tests for fresh slurry (V funnel test, flow table test and L box test) which is workability tests and mechanical tests to improve the concrete structure against compressive, tensile and flexural strength. Figure 1.2 Different types of specimens 6. Department of civil engineering,SCOE,Pune-41 Page 6 CHAPTER 2. Literature Review: 1. Improvement of Self-Compacting Cement Slurry for Autoclaved SIFCON Containing High Volume Class C Fly Ash: Author: (Mert Yücel Yardimci, Serdar Aydin, Hüseyin Yigiter, Halit Yazici) Dokuz Eylul University Engineering Faculty Department of Civil Engineering, Buca–İzmir/Turkey. About Experiment: In this experiment they described the SIFCON as a special type of steel fiber reinforced cement composite. These composites are produced with fiber volume fraction values between 5 to 20% depending on fiber type. Fibers are pre-placed in the forms and Cement rich slurry is poured or pumped into the forms. In this paper problems like Excessive heat of hydration and high production cost is solved by using mineral admixtures. The 28-day strength of standard cured specimens is achieved at about only 24 hours. By autoclave curing in case of reactive siliceous material incorporation. Instead of silica fume, fly ash, ground granulated blast furnace slag and fine quartz can be used as a silica source. In this study, Class C fly ash was used as a silica source and effects on fresh and hardened properties of autoclaved SIFCON have been investigated. Four main factors that affect behavior of SIFCON. a) Slurry strength b) Fiber volume c) Fiber alignment d) Fiber type Experimental study is replacement ratio of Class C FA: 20 –40 –60 % of cement (by weight) 7. Department of civil engineering,SCOE,Pune-41 Page 7 Tests on slurry: 1. (On fresh slurry) Mini flow test, V funnel test and J penetration test 2. (On autoclaved hardened slurry) Flexural test Compressive str. test 3. (Tests on autoclaved SIFCON) Flexural test, Compressive str. test (both parallel and perpendicular to fibers), Splitting tensile test (both parallel and perpendicular to fibers) And they used port land Cement, aggregate, lime stone fine, water, fly ash, (hooked and steel fiber) and Super plasticize as mixture components. Experimental Results: Fresh slurry should satisfy following criteria. a) Appropriate flow ability b) Adequate viscosity c) High filling ability (full J-penetration) Conclusions: 1. Test results showed that, FA incorporation increased the viscosity of slurry. However, it can be controlled with using proper amount of SP. Thus, high volume FA slurry,that has proper flow ability and filling ability into high volume fiber network without vibration effort, can be produced. 2. J-penetration test is a useful tool to assess the filling ability of SIFCON slurry into the fiber network. 3. Class C fly ash replacement improved the mechanical behavior of autoclaved slurry and SIFCON specimens remarkably. Test results indicated that fly ash can be used as a silica source for autoclave curing. 4. Class C fly ash replacement seems to be feasible solution for SIFCON production especially under autoclave curing. 8. Department of civil engineering,SCOE,Pune-41 Page 8 2. Introduction to Steel Fiber Reinforced Concrete with SIFCON: Author: (Department of civil engineering, Ahsanullah University of Science and Technology) About experiment: In this paper information is given only about steel fibers why it is use for concrete, classification of fibers, different types of fibers for SIFCON, cross section of steel fibers, classification of steel fibers, mix design of SFRC, properties of concrete improved(compressive strength, tensile strength and flexural strength), application of FSRC and limitation of FSRC. Conclusions: It was all about fibers which can make the concrete high strength and suitable for different types of structures and low weight with economical cost. 3. Studies on Slurry-Infiltrated Fibrous Concrete (SIFCON): Authors: (V. S. Parameswara, T. S, Krishnamoorthy, K. Balasuubramanian and Santhi GangadarA) The structural engineering research center (SERC), CSIR Campus, Taramani, Madras- 600 113, Idia, Loads. Transportation research record 1382. In Transportation Research Record 1226, TRB, National Research Council, Washington, D.C., 1989, pp. 69-77. Publication of this paper sponsored by Committee on Mechanical Properties of Concrete. About Experiment: In this experiment tests on 20-mm-thick SIFCON specimens were carried out in the Structural Engineering Research Center (SERC), Madras, India, to study their behavior in flexure and under subjection to abrasion and impact loads. Toughness characterist ics of SIFCON were also evaluated by testing another set of specimens 100 x 100 x 500 mm per AS f M C1018. Both strength and deformation characteristics of the specimens were studied. The results obtained from these tests were compared with those carried 9. Department of civil engineering,SCOE,Pune-41 Page 9 out on companion plain mortar and conventional fiber reinforced mortar (FRM) specimens. The investigations confirm the superior characteristics of SIFCON as compared with plain and normal FRM. Major conclusions drawn from the investigations are presented. The fiber content of FRC generally varies from 1 to 3 percent by volume, but the fiber content of SIFCON varies between 5 and 20 percent. Materials Used: The materials used in casting the test specimens consisted of Portland cement, fine river sand, straight steel fibers, and a high-range water-reducing admixture called CONPLAST-430. The cement conformed to Bureau of Indian Standards (IS) 269- 1976. The sand was sieved through a 1.18-mm sieve to segregate the coarser particles. Round steel fibers of 0.4-mm diameter and a tensile strength of 1000 MPa were used. Mix Proportions and Casting of Test Specimens: Flexure, Abrasion, and Impact tests are performed in paper. Details of mix proportions used for making the test specimens are intended for flexure, abrasion, and impact tests. The SIFCON test specimens were cut from previously cast SIFCON slabs of 400 x 400 x 20 mm. The slabs themselves were cast using a wooden mould. A hand-operated steel roller was employed to compact the fibers inside the mould. Cement mortar slurry obtained from an electrically operated mortar mixing machine was poured uniformly over the preplaced fibers in the mold. The slurry consisted of cement and fine sand (passing through a 1.18-mm sieve) mixed in the proportion of 1:1 by weight. Compaction by table vibrator was used to ensure complete penetration of the slurry into the fiber pack. Twenty-four hours after casting, the slabs were demolded and cured in water for 28 days. FRM and plain mortar test specimens were also prepared in a similar manner from the respective slabs of 400 x 400x 20 mm. The dimensions of the test specimens cut from the slabs (with the help of a concrete cutting machine) and used for flexure, abrasion, and impact tests were 400 x 100 x 20mm, 70 x 70 x 20 mm, and 180 x 180 x 20 mm, respectively. Plain mortar cube specimens 70 x 70 x 70 mm were also cast to ascertain the compressive strength of the mortar used. 10. Department of civil engineering,SCOE,Pune-41 Page 10 Conclusions: 1. SIFCON specimens with 8 percent fiber content showed a fivefold increase in (hypothetical) ultimate flexural strength over companion plain mortar specimens and a twofold increase over normal FRM specimens with 2 to 4 percent fiber content. Fibers with an aspect ratio of 75 were found to contribute more to the hypothetical ultimate flexural strength of SIFCON than those with an aspect ratio of 100. Higher fiber percentages also gave higher ultimate flexural strength for the same aspect ratio. 2. SIFCON specimens exhibited greater ductility and greater resistance to cracking and spalling of concrete than normal FRM specimens. 3. Whereas the abrasion resistance generally improved to a peat extent with the addition of fibers, even for FRM specimens, the improvement was phenomenal for SIFCON, This result suggests that SIFCON is ideally suited for applications demanding a high degree of wear and abrasion resistance. 4. The extent of damage in SIFCON due to impact load was found to be far less when compared to plain mortar and normal FRM, confirming thereby the superior impact resistance of SIFCON. 4. SIFCON With Sand: Author: (R. Mondragon) New Mexico Engineering Research Institute University of New Mexico Albuquerque, NM 87131. September 1988 Approved for public release; distribution unlimited from OCT 20 1988 Air force weapons laboratory. About Experiment: This report documents a material progenies development program involving slurry infiltrated fiber Concrete (SIFCON). This program investigated the use of sand in SIFCON slurries and was a part of a larger research project concerning the use of SIFCON in large-scale construction. Both programs and both reports were performed by the New Mexico Engineering Research Institute (NMERI) for the Air Force Weapons Laboratory (AFWL). Also in this paper is considered about needs and scope of SIFCON. 11. Department of civil engineering,SCOE,Pune-41 Page 11 This preliminary program was performed in two phases. The first phase primarily focused on defining the factors that affect infiltration of sand slurry into SIFCON steel fibers. This phase identified as the infiltration study. To accomplish this, several tests were performed. These tests are described below. The purpose of the second phase, designated as the selected SIFCON study, was to observe the effects on compressive strength when using sand In selected SIFCON mixes. To accomplish this, five different mixes were prepared and SIFCON slabs were molded. From these slabs cored test specimens were removed and tested after 30 days for uniaxial unconfined compressive strength. Three tests were performed and observations made on the slurry mixes of the first phase the tests included ASTM C-939 flow tests, cube strength tests and a specially devised test designated as the penetration test. The flow test was used to measure the relative fluidity of the slurries. The cube strength test was used to measure the uniaxial compressive strength of the slurries. The penetration test was an attempt to measure the relative ability of sand slurries to penetrate various fiber types. Observations were also made on saw ctut specimens of SIFCON containing all the slurries produced in this phase. Slurry Mixing: The following procedures were used on the major slurry infiltration study mixes where the sand percentages were varied. Figure 2.1 Mix identification codes for selectedSIFCON study mixes. 12. Department of civil engineering,SCOE,Pune-41 Page 12 Tests: Fluidity tests, Penetration test, Slurry Compression Tests, SIFCON Compression tests and Penetiation tests. In this paper SIFCON cost study and cost material is also mentioned. Conclusions: This preliminary program demonstrated that sands can be successfully added to SIFCON slurries and that certain advantages can be gained from their use. It was also demonstrated that to ensure successful use, careful proportioning and quality control is needed. Several conclusions can be drawn from the results. 5. Elucidating the mechanical behavior of ultra-high-strength concrete under repeated impact loading: Author : (Yuh-Shiou Tai and Iau-Teh Wang) Department of Civil Engineering, ROC Military Academy, 1 Weiwu Rd, Fengshan, 830, Taiwan, ROC (Received August 9, 2009, Accepted September 7, 2010) About Experiment: In this experimental work introduction is given about SIFCON and steel fibers concrete. Materials which is used for this paper are ordinary Portland cement which the chemical compositions of the cement and SF are shown in Table 1, course aggregate was natural crushed gravel of continuous grades with a maximum particle size of 10 mm, a specific gravity of 2.65, and absorption% of 1.3% and Crushed crystalline quartz powder is a critical component in heat-treated RPC concretes. The reactivity during heat treatment is maximal for an average particle size of between 5~25 µm. An average particle size of 10 µm was used. To improve slurry at low water-cement ratios, a high-performance water-reducing agent was used in the study. Table 2.1 Properties of cement and silica fume. 13. Department of civil engineering,SCOE,Pune-41 Page 13 Mixing proportions and specimen casting: Concrete mixes were prepared using a Hobart-type laboratory mixer with a capacity of 0.15 m3. Cement, quartz fume, silica fume and silica sand were mixed first, and then water containing the appropriate amount of water-reducing agent was added. Steel fibers were added during the final mixing stage. The recommended dosages of the fibers by the manufacturer are divided into three categories, and the maximum dosage for each is 80, 160 and 240 kg/m3. This corresponds to fiber volume fractions (Vf) of 1.0%, 2.0% and 3.0%. And different types of tests are done such as impact tests, this study performed a quasi-static compression test for each set of specimens. Quasi-static compressive tests were performed in a closed loop, servo-controlled MTS810 test machine with a capacity of 1000 KN. SHPB test principle: To study the mechanical properties of materials under dynamic loadings, the SHPB test device was used most frequently. Since it was first developed by Klosky (1949), the SHPB device has been the primary method employed by researchers for dynamic testing. Result: Material Cement SF Chemical composition (%) SiO2 22.60 90 Al2O3 3.75 1 Fe2O3 4.55 1 CaO 63.15 0.4 MgO 2.17 1 SO3 1.88 C 2 Loss on ignation 0.62 3 14. Department of civil engineering,SCOE,Pune-41 Page 14 Quasi-static test results and dynamic tests results are also shown in calculation table and stress strain graph which is indicates the strength of concrete block. Conclusions: Based on repeated impact tests of HSC and UHSC of this study, we conclude the following: 1. This study performed repeated impact tests for specimens with various steel-fiber volume rates using a SHPB test device. Experimental findings indicate that when a specimen is under dynamic loading, the destruction process can be considered the result of the combined effect of strain rate hardening and damage softening. During the initial loading stage, damage is less significant than that during subsequent loading, and the major reaction is due to the effect of strain rate hardening. As loading increases, material internal damage increases. When a specimen had no steel fibers or when the volume of steel fibers was relatively low, a large number of micro cracks extended along the weakness band, forming a damage transition zone, and eventually resulting in specimen destruction. 2. Compressive damage of concrete results from development of unstable micro cracks. When loading speed is high, the increase in inertial resistance is caused by the bridging effect and the fact that cracking speed peaks or steel fibers crossing both sides of the cracks, resulting in delayed deformation and an increase in dynamic strength during loading. 3. Under impact loadings, the dynamic energy absorption property of specimens is directly proportional to specimen strength and steel-fiber content. Experimental results suggest that the energy absorption of the UHSC-F3 specimen is markedly superior to that of other specimens. 6. The performance of natural and synthetic fibers in low strength mortar: A pilot study of six selectedfibers. 15. Department of civil engineering,SCOE,Pune-41 Page 15 Author: (Felicity Aku Amezugbe) University of Florida 2013. About Experiment: This pilot study explored the use of six different types of fibers and a control sample in mortar to assess the fiber’s impact on compression and tension. And in this experiment forty two mortar mixes were designed and made using the various types of fibers and controlled specimen. Compressive and tensile strength (psi) tests were performed on the samples. Their strengths were compared and analyzed. The compressive test results showed polypropylene fiber performing best with 798 psi and least performed is the controlled specimen with no fiber with 516 psi. The tensile test results showed polypropylene fiber performing best with 848 psi and least performed is the controlled specimen with no fiber with 340 psi. There was significant difference between the synthetic polypropylene fiber and the non-fiber mortar. It performed almost 150% better than the controlled non-fiber mortar. Aims and Objectives of Study: The aim of this research was to theoretically and experimentally quantify and compare the performance to compare the performance of natural and synthetic fibers in low strength mortar using easily accessible fibers like recycled PET fiber, coconut fiber, sisal fiber, synthetic hair fiber, engineered microfiber and polypropylene fiber strands. Mortars are usually cement and sand with either lime or a plasticizer added to improve workability. In this paper also given information about types of mortar. Like Mortar Mix Type S, Mortar Mix Type M, Mortar Mix Type O and Mortar Mix Type N. Information about application of fibers in construction and different types of fibers like Coconut Fiber, Sisal Fiber, Synthetic Fiber, Recycled Polyethylene Terephthalate (PET) Fiber, Recycled PET Rope, Shredded Recycled PET Fiber, Polypropylene Fiber Strands, Engineered Microfiber and Synthetic Hair Fiber. 16. Department of civil engineering,SCOE,Pune-41 Page 16 Figure 2.2 Typical stress-strain with a 2 percent fiber. Mortar Types and mix design: Masonry mortar types are specified by American Standard Testing Method (ASTM) C 270, Specification for Mortar for Unit Masonry. Mortars were evaluated by ASTM C 780, Preconstruction and Construction Evaluation for Mortars for Unit Masonry. A mix design was chosen based on the ASTM C 780 for a Type O mortar. Mortars sampled were made in 3x6 inches cylinders. The molds were filled three times and tapped four times on a solid based after addition of each increment. Mortar Testing: American Society for Testing and Materials (ASTM) C39: Compressive Strength of Cylindrical Concrete Specimens. The test was done in compliance with ASTM C39. This test is also known as destructive testing of hardened concrete. The strength of the mortar to be tested is affected by the length to diameter (L/D) ratio of the cylinder and the condition of the ends of the cylinder samples is noted to determine the failure mode of the concrete. The loading rate of the compression machine is typically between 20-50 psi/sec. 17. Department of civil engineering,SCOE,Pune-41 Page 17 ASTM C496: Splitting Tensile Strength of Cylindrical Concrete Specimens: The test was done in compliance with ASTM C496. This ASTM test method covers the determination of the splitting tensile strength of cylindrical concrete specimens. Fiber types are used: Recycled PET Fiber Polypropylene Fiber Strands Coconut Fiber Sisal Fiber Synthetic Hair Fiber Engineered Microfiber Results: A total of 48 specimens molds was be made; 12 each for the recycled PET fiber, coconut fiber, sisal fiber, synthetic hair fiber, polypropylene fiber strands, microfiber and non-fiber respectively. Testing was done 28 days after casting. The compressive and tensile tests were carried out on the mortar specimen. Conclusions: From the results of the pilot study, it can be said that the addition of the natural and synthetic fiber in low strength mortar significantly increased the compressive and tensile strength of the mortars. The controlled specimen with no fibers performed least with 516 psi and 340 psi for compression and tension respectively. The pilot study also indicated that it is possible to satisfy the code requirements given that the minimum compressive strength needed for a Type O mortar is 350 psi. As this is a pilot study further work will be done to validate these initial findings. 18. Department of civil engineering,SCOE,Pune-41 Page 18 CHAPTER 3. 3.1.Outline Of Work: After primary presentation we performed the practical works like preparation of material discussion about work line which is starting casting of concrete, displace of that and curing for 28 days .then testing is conducted in the lab and recording of values make final report and final presentation. Table 3.1 Schedule for out line of work Date Descriptions 1st Dec to 10th Dec For discussion and material preparation from market. 11th Dec to 20th Dec For mixing procedure. 21st Dec to 1st Jan For workability tests and casting. 2nd Jan to 4th Jan For drying 5th Jan to 2nd Feb For curing 28 days. 3th Feb to 30th Feb For testing and calculations. 1st March onwards For preparation of final presentation 3.2.Material preparations: 1. Ordinary sand. 2. Ordinary Portland cement. 3. Superplasticizer. (PLAST-M 505) 4. Fibers. Steel fibers (0.2 to 0.5 mm thick) hook shape. Fiber dimensions: 30 mm long with the diameter of 0.55 mm. The aspect ratio and tensile strength of the fiber are 55 and 1100 MPa, respectively. 19. Department of civil engineering,SCOE,Pune-41 Page 19 3.3.Mix proportions for slurry: Trial mixes are tested for different proportions of cement, sand, silica fume and superplasticizers. After testing of all sample blocks we got average value of all proportions, that one which given best result, then used as a mix proportion for main project work. It was around M40 grade of concrete. Cement and sand = 1:1 Silica fume = 15 % Superplasticizers = 14 ml/kg Water / cement = 0.45 3.4.Calculation for steel fibers percentage: We used different percentage of fibers for our project like 4%, 6%, 7% and 8%. In this case we want to calculate percentage of steel by volume for cylinder as a sample. Dimensions; D = 150 mm and L = 300 mm. Then; Volume of mold = ( π / 4 ) * D2 * L = 0.0053 m3 And; Density of steel fibers = 7800 kg/m3 As an example volume of fibers for 7 % is; V f of 7% = 7/100*7800*0.0053 = 2.89 kg. Figure 3.4 steel fibers 20. Department of civil engineering,SCOE,Pune-41 Page 20 3.5.Tests for specific gravity of sand: We performed the simple specific gravity test for ordinary sand and got suitable value. W1 = 489 gm W2 = 756 gm W3 = 1451 gm W4 = 1286 gm Sp. Gr.at Room Temp = (W2−W1) (W2−W1)−(W3−W4) = 2.6176 Then we got suitable value according to IS (2.4 to 2.7) 3.6.Workability Tests: Workability of concrete describes the ease or difficulty with which the concrete is handled, transported and placed between the forms with minimum loss of homogeneity. And shows the consistency and flow ability of fresh concrete. If consistency is not at desired level concrete will not have the required strength. 1. V funnel test: Consisting of a V funnel shape which is steel frame; all the slurry is poured fully in side frame the and then the gate is opened and time of flow is recorded T f avg= 4 – 5 seconds. 2. L box flow test: It has L shape frame of steel; all the slurry is poured fully then the gate is opining the concrete starting flowing and the time which is spend is recorded. T f avg= Max 4 seconds. As per IS the flow is super high flow for both tests (V funnel test and L box flow test) 21. Department of civil engineering,SCOE,Pune-41 Page 21 3. Flow table test: As we know the basic points should be considered such as upper diameter, lower diameter, first flow and number of blows for our test result is as below. Consisting of half conical shape steel frame and a circular flow table with arrangement of handle producing number of blows. Upper diameter = 17 cm. Lower diameter = 25 cm First flow = 32 cm Number of blows = 15 After blows diameter = 60 cm Then result is high flow according to this test. Figure 3.6 V funnel, flow table and L box shape for workability test 22. Department of civil engineering,SCOE,Pune-41 Page 22 3.7. Casting of concrete blocks: In different shapes cubic blocks 100X100X100mm, rectangular blocks 100X100X500 mm and cylindrical shape D=150 mm and L=300 mm according to different tests are prepared for compressive strength, flexural strength and tensile strength test respectively. 3.7.1 compressive strength test: This test is performed after 28 days curing for cubic blocks of all percentage of steel fibers by compression machine test and result is as below table. Table 3.7.1 for 4%, 6%, 7% and 8% of steel fibers for cubes. Sr. No Wt. of block (Kg) App. Load (KN) C/S Area (mm) σc = F/A N/mm2 For 4% of steel fibers. 1 2.30 540 100*100 54 2 2.35 520 100*100 52 3 2.37 590 100*100 59 Average 2.34 550 100*100 55 For 6% of steel fibers. 1 2.408 590 100*100 59 2 2.452 620 100*100 62 3 2.430 600 100*100 60 Average 2.430 603.3 100*100 60.33 For 7% of steel fibers. 1 2.470 690 100*100 69 2 2.458 670 100*100 67 3 2.455 620 100*100 62 Average 2.461 660 100*100 66 For 8% of steel fibers. 1 2.469 750 100*100 75 2 2.530 730 100*100 73 23. Department of civil engineering,SCOE,Pune-41 Page 23 3 2.485 710 100*100 71 Average 2.494 730 100*100 73 Figure 3.7.1 for compression test. 3.7.2 Splitting tensile test: Splitting tensile strength test is performed by compression machine test over the cylindrical shape which consist of different percentage of steel fibers to specify the tensile strength of cylinder. And cylinders were with dimensions of D = 150 mm and length L = 300 mm. curing time was for 28 days. And during test we used a steel rod of 12 mm thick over the cylinder for distributing of load in a homogenous conditions. And taken result is suitable. And tensile strength can calculate by following formula. T = (2P) / (πLD) Where; T = Splitting tensile strength. P = Max Applied Load. 24. Department of civil engineering,SCOE,Pune-41 Page 24 L = Length in m. D = Diameter. Table 3.7.2 for 4%, 6%, 7% and 8% of steel fibers for cylinder. Sr. No Wt. of block (Kg) App. Load (KN) C/S Area (mm) T = (2P)/(πLD) N/mm2 For 4% of steel fibers. 1 11.54 450 Π/4*1502 6.366 2 12.00 490 Π/4*1502 6.932 3 11.88 480 Π/4*1502 6.720 Average 11.8 473.33 Π/4*1502 6.63 For 6% of steel fibers. 1 12.18 640 Π/4*1502 9.054 2 11.98 600 Π/4*1502 8.488 3 12.14 600 Π/4*1502 8.488 Average 12.1 613.33 Π/4*1502 8.67 For 7% of steel fibers. 1 12.66 680 Π/4*1502 9.620 2 12.74 730 Π/4*1502 10.327 3 12.78 740 Π/4*1502 10.542 Average 12.72 716.67 Π/4*1502 10.16 For 8% of steel fibers. 1 12.90 830 Π/4*1502 11.74 2 12.90 840 Π/4*1502 11.88 3 12.92 800 Π/4*1502 11.31 Average 12.91 823.33 Π/4*1502 11.64 25. Department of civil engineering,SCOE,Pune-41 Page 25 Figure 3.7.2 for tensile strength test. 3.7.3 Flexural strength test: This test is performed for specifying of flexural strength of SIFCON by universal testing machine (UTM). All blocks are casted in the form of beams with the dimension of 100*100*500 mm size. This test is done by four point method, the length of beam is divided in suitable partitions and indicated by lines and applying load at center of the upper span. The distance for upper span was 150 mm and the lower span was 300 mm. all beams are casted with 4%, 6%, 7% and 8% of steel fibers with 28 days curing. The result is coming out in the form of pdf file with the help CPU and desk top which is connected to the UTM by software of micro control system (MCS). Universal machine consists different components like UTM, hydraulic unit, control panel and CPU plus Desk top. 26. Department of civil engineering,SCOE,Pune-41 Page 26 Figure 3.7.3 Components UTM The following formula is using for calculation of this arrangement which is rectangular sample under loading of four point bending setup where the loading span is one third of the support span. σ = FL/bd2 Where; σ = is flexural strength F = is load at fracture point L = is length of support span B = is width D = is thickness Figure 3.7.4 Components UTM 27. Department of civil engineering,SCOE,Pune-41 Page 27 Table 3.7.3 for 4%, 6%, 7% and 8% of steel fibers for beams. Sr. No App. Load (KN) C/S Area (mm) σ = FL/bd2 N/mm2 For 4% of steel fibers. 1 51.0 100*100 15.30 2 44.8 100*100 13.44 3 57.0 100*100 17.10 Average 50.9 100*100 15.28 For 6% of steel fibers. 1 45 100*100 14.00 2 59 100*100 17.70 3 55 100*100 16.00 Average 53 100*100 15.9 For 7% of steel fibers. 1 52.6 100*100 16.00 2 55.6 100*100 16.50 3 58.5 100*100 17.80 Average 55.56 100*100 16.76 For 8% of steel fibers. 1 89.1 100*100 26.70 2 60.7 100*100 18.21 3 86.6 100*100 24.10 Average 78.8 100*100 23 Figure 3.7.5 Beams 28. Department of civil engineering,SCOE,Pune-41 Page 28 CHAPTER 4. 4.1 Result And Discussion: From this project work we could found different aspects for concrete with steel fibers. For fresh concrete different types of workability tests developed. And we performed different percentage of steel fibers with a common water cement ratio of 0.45. We plotted graphs for all concrete blocks according to average values. 4.1.1 Graph for Compressive Strength Test: In X axis steel fibers percentage and in Y axis average comp strength. The above graph shows increase in percentage steel fibers leads to increase in average compressive strength. 4.1.2 Graph for Splitting Tensile Strength Test: In X axis steel fibers percentage and in Y axis average splitting tensile strength. 0 10 20 30 40 50 60 70 80 0 1 2 3 4 5 6 7 8 9 AveCompStrength Steel Fiber % AveComp Strength 0 2 4 6 8 10 12 14 0 2 4 6 8 10 SplittingTensileStrength Steel Fiber % Splitting Tensile Strength 29. Department of civil engineering,SCOE,Pune-41 Page 29 The above graph shows increase in percentage steel fibers leads to increase in average splitting tensile strength. 4.1.3 Graph Flexure Strength Test: In X axis steel fibers percentage and in Y axis average flexural strength . The above graph shows increase in percentage steel fibers leads to increase in average flexural strength. Figure 4.1 Result. 0 5 10 15 20 25 0 1 2 3 4 5 6 7 8 9 AveFlexuralStrength Steel Fiber % AveFlexuralStrength 30. Department of civil engineering,SCOE,Pune-41 Page 30 CHAPTER 5. 5.1 Conclusion: 1. We performed workability tests for fresh concrete, then we obtained flow ability of concrete as per IS and result was super high flow. 2. For test of Sp. Gravity of sand we got suitable value 2.67, means sand is suitable for concrete mix. 3. It is observed that compressive strength increases with the increase in the percentage of steel fibers. 4. It is observed that spitting tensile strength increases with the increase in the percentage of steel fibers. 5. It is observed that flexural strength increases with the increase in the percentage of steel fibers. 31. Department of civil engineering,SCOE,Pune-41 Page 31 5.2. References: 1. D. R, tankard and D. H. Lease. Highly Reinforced Precast Monolithic Refractories. American Ceramic Society Bulletin, Vol. 61, No, 7, July 1912, pp. 72S-732. 2. 2. V. S. Paramcswaran, T. S. Krishnamoorthy, and K. Balasuhramanian, Development of High Fiber Volume Composite Overlay for Heavy Traffic Loads. Presented at the National Seminar on Airfield Pavements, Feb. 1990, New Delhi, India. 3. D. R. Lankard. Slurry Infiltrated Fibre Concrete (SIFCON). Concrete International, Dec. 1984, pp. 44-47, 4. D. R. Lankard and J. K. Newell. Preparation of High Reinforced Steel Fibre Reinforced Concrete Composites. AC! SP-81: FiberReinforced Concrete— International Symposium, American Concrete Institute, Detroit, Mich., 1984, pp, 287- 306, 5. P. Balaguru. Behaviour of Slurry Infiltrated Fibre Concrete (SIFCON). Proc,, International Symposium on Fibre Reinforced Concrete, Dec, 1987, Madras, India, pp. 7.25-7.36. 6. Product Summary Guide: Fosroc Construction Chemicals. Fosroc Chemicals Limited, Bangalore, India, 1991. 7. V. S. Parameswaran, T. S. Krishnamoorthy, and K. Balasubra maman. Behaviour of High Volume Fibre Cement Mortar in Flexure. Cement and Concrete Composites, Vol. 12, 1990, pp. 293301. 8. P. Balaguru and J. Kendzulak. Mechanical Properties of Slurry Infiltrated Fibre Concrete (SIFCON). ACI SP-I05: Fiber Reinforced Concrete Properties and Applications, American Concrete Institute, Detroit, Mich., 1987, pp, 247-268. 9. V. Ramakrishnan, G, Y. Wu, and G. Hosalli. Flexural Behavior and Toughness of Fiber Reinforced Concretes. In Transportation Research Record 1226, TRB, National Research Council, Washington, D.C., 1989, pp. 69-77. 32. Department of civil engineering,SCOE,Pune-41 Page 32 Annexure Result of Micro Control Systems for flexural tests: 1. Result for 4% of flexural test: Table 1. for 4% of steel fibers of flexural test. Graph 1. for 4% of steel fibers of flexural test. 33. Department of civil engineering,SCOE,Pune-41 Page 33 Table 2 for 4% of steel fibers of flexural test. Graph 2 for 4% of steel fibers of flexural test. 34. Department of civil engineering,SCOE,Pune-41 Page 34 Table 3 for 4% of steel fibers of flexural test. Graph 3 for 4% of steel fibers of flexural test. 35. Department of civil engineering,SCOE,Pune-41 Page 35 2. Result for 6% of flexural test: Table 1 for 6% of steel fibers of flexural test. Graph 1 for 6% of steel fibers of flexural test. 36. Department of civil engineering,SCOE,Pune-41 Page 36 Table 2 for 6% of steel fibers of flexural test. Graph 2 for 6% of steel fibers of flexural test. 37. Department of civil engineering,SCOE,Pune-41 Page 37 Table 3 for 6% of steel fibers of flexural test. Graph 3 for 6% of steel fibers of flexural test. 38. Department of civil engineering,SCOE,Pune-41 Page 38 3. Result for 7% of flexural test: Table 1 for 7% of steel fibers of flexural test. Graph 1 for 7% of steel fibers of flexural test. 39. Department of civil engineering,SCOE,Pune-41 Page 39 Table 2 for 7% of steel fibers of flexural test. Graph 2 for 7% of steel fibers of flexural test. 40. Department of civil engineering,SCOE,Pune-41 Page 40 Table 1 for 8% of steel fibers of flexural test. Graph 1 for 8% of steel fibers of flexural test. 41. Department of civil engineering,SCOE,Pune-41 Page 41 Table 2 for 8% of steel fibers of flexural test. Graph 2 for 8% of steel fibers of flexural test. 42. Department of civil engineering,SCOE,Pune-41 Page 42 Table 3 for 8% of steel fibers of flexural test. Graph 3 for 8% of steel fibers of flexural test. 43. Department of civil engineering,SCOE,Pune-41 Page 43 44. Department of civil engineering,SCOE,Pune-41 Page 44