Strength And Durability Properties Of No Aggregate Concrete . - Ijrsae
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. STRENGTH AND DURABILITY PROPERTIES OF NO AGGREGATE CONCRETE USING STEEL FIBRES T ANIL KUMAR REDDY 1*, C RAJAMALLU 2* 1. Dept of CIVIL, BHEEMA INSTITUTE OF TECHNOLOGY & SCIENCE, ADONI , KURNOOL. 2. Head- Dept of CIVIL BHEEMA INSTITUTE OF TECHNOLOGY & SCIENCE, ADONI, KURNOOL. ABSTRACT India is a developing country in the world which has been showing an enormous growth in different aspects like industrialization, urbanization and communication since 20th century. This development is leading to the decay of environment by polluting it. The huge disposal of various waste products from different industries is playing a prominent role in the rapid growth of pollution. The increase in pollution causing so many health hazards to the Human beings. In order to ensure the safety of health’s of the people these waste products have to be reuse. Portland cement manufacture can cause environmental impacts at all stages of the process. These include emissions of airborne pollution in the form of dust, gases, noise, and vibration when operating machinery and during blasting in quarries, consumption of large quantities of fuel during manufacture, release of CO2 from the raw materials during manufacture, and damage to countryside from quarrying. Now a day disposal of a fly ash is also become big problem. Fly ash can be used as cementious material in concrete as some replacement of cement. The industrial waste product such as fly ash is used in this research. There is the huge demand in reusing the waste material and natural sources are running low. Therefore researches are going on new types of concrete as to reuse waste industrial materials. Now a day, no aggregate concrete (NAC) is becoming a new type of concrete for research. The ratio of cement to fly ash is used in no aggregate concrete (NAC) is 1:4. So, in this concrete cement is used in less amount and waste product fly ash is used in large amount. The gypsum plays dual role in NAC. It acts as set retarder as well as strength accelerator. The special type of super plasticizer is used in NAC mixes. The use of coarse aggregate would be totally avoided, conserving the natural stone, hillocks and hills. The use of sand as fine aggregates is also eliminated, to conserve the river beds. In this no aggregate concrete (NAC) project an attempt has been made considering steel fibers of different aspect ratios as NAC is having brittle failure and less tensile strength. The compressive strength, flexural strength, and split tensile strength of control concrete mix, NAC mix without steel fibres and NAC mixes with steel fibres are studied. Durability properties such as shrinkage, permeability and porosity of control concrete mix, NAC mix without steel fibres and NAC mixes with steel fibres are also studied in the present study. Strength and durability properties of no aggregate concrete using fibers are studied in this project. International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. KEYWORDS: absorption. No aggregate concrete (NAC); Fly ash; Steel fibers; Drying shrinkage; Water INTRODUCTION GENERAL In concrete technology, mortar is the combination of cement and sand. Concrete is the combination of cement, sand and coarse aggregate, water being the common input in both the cases. Now a days concrete is used mostly in presence with reinforcement which is called RCC (Reinforcement cement concrete). If the fine aggregates are totally eliminated from Control concrete it is called as no fines concrete. No fines concrete are also known as porous, pervious, gap graded, permeable, and cellular concrete. No fines concrete are generally used for pavements applications, less traffic roadways such as parking lots, residential roads and sidewalks. In no fines concrete the typical grading of coarse aggregates used are of either single-sized or ranging between 9.5 mm to 19 mm. This typical size of grading is adopted in no fines concrete for gaining sufficient strength without reducing porosity. NAC is easily pump able to execute casting in situ walls and slabs gaining compaction and leveling without additional effort of high rise building. Wall thickness could be reduced and more floor area can be utilized by using the NAC in casting of walls in buildings. As this is the new type of concrete, its preparation and Other features of No aggregate concrete (NAC) NO AGGREGATE CONCRETE (NAC) No aggregate concrete (NAC) is a new type of concrete in which the use of coarse aggregates are totally avoided for preserving the natural stone, hillocks and hills. The use of sand is also avoided to preserve the river beds. It is the concrete having low density and high order of strength. The research is still going on as it is new type of concrete or we will call it is the concrete of future. As it does not contain coarse as well as fine aggregate, it is economical as compare to other types of concrete. This is the ideal concrete for casting in situ situation because it does not require any type of compactions. Moderate water is required for curing, as the cast product is porous-free and internal (mix) water would accomplish considerable curing needs. The matrix of NA-Concrete is as dense as ceramic with negligible porosity. Thus the durability is expected to be over 1000 years. The strength of NAC ranges at 40-80 MPa, by two to four fold of conventional concrete. Thus the structural sections could be considerably rationalized saving material and money. By no presence of coarse aggregate, NAC emerges devoid of transition zone nullifying the negative features of performance. The density of this concrete is around 1800 kg/m3 as against 2400 kg/m3 for conventional concrete. Thus there could be considerable savings in structural design and inputs. This differential density would open up new vistas in designing of structures resistant to earthquake impact. International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. The use of coarse aggregate would be totally avoided, conserving the natural stone, hillocks and hills. The use of sand as fine aggregate is also avoided, to conserve the river beds. This is a typical project serving the agenda of sustainable development, and its qualification as CDM project is yet to be established. To understand this aspect more closely, shrinkage can be classified in the following way: Plastic Shrinkage Drying Shrinkage Autogeneous Shrinkage Carbonation Shrinkage Plastic Shrinkage NAC would a pioneer in the construction industry. A lot of extensive research has to be done to understand the behaviour of NAC and define applicational methodologies of NAC through innovative structural designs. This is the concrete for future generations who may get stuck for want of coarse aggregate due to depletion of natural resources by the earlier generations. SHRINKAGE IN CONCRETE Concrete is subjected to changes in volume either autogenous or induced. Volume change is one of the most detrimental properties of concrete, which affects the long-term strength and durability. One of the most objectionable defects in concrete is the presence of cracks, particularly in floors and pavements. One of the important factors that contribute to the cracks in floors and pavements is that due to shrinkage. It is difficult to make concrete which does not shrink and crack. The term shrinkage is used to describe the various aspects of volume changes in concrete due to loss of moisture at different stages due to different reasons. Types of Shrinkage in Concrete Shrinkage of this type manifests itself soon after the concrete is placed in the forms while the concrete is still in the plastic state. Loss of water by evaporation from the surface of concrete or by the absorption by aggregate is believed to be the reasons of plastic shrinkage. The loss of water results in the reduction of volume. The aggregate particles or the reinforcement comes in the way of subsidence due to which cracks may appear at the surface or internally around the aggregate or reinforcement. Drying Shrinkage Just as the hydration of cement is an everlasting process, the drying shrinkage is also an everlasting process when concrete is subjected to drying conditions. The loss of free water contained in hardened concrete, does not result in any appreciable dimension change. It is the loss of water held in gel pores that causes the change in the volume. Autogenous Shrinkage In a conservative system i.e. where no moisture movement to or from the paste is permitted, when temperature is constant some shrinkage may occur. The shrinkage of such a conservative system is known as Autogenous shrinkage. Autogenous shrinkage is of minor importance and is not applicable in practice to International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. many situations except that of mass of concrete in the interior of a concrete dam. Carbonation Shrinkage Carbon dioxide present in the atmosphere reacts in the presence of water with hydrated cement. Calcium hydroxide [Ca(OH) 2] gets converted to calcium carbonate and also some other cement compounds are decomposed. Such a complete decomposition of calcium compound in hydrated cement is chemically possible even at the low pressure of carbon dioxide in Control atmosphere. Carbonation penetrates beyond the exposed surface of concrete very slowly. OBJECTIVE OF THE STUDY NAC is the new type of concrete. It is having low density and high order of strength but it is brittle in failure and has low tensile strength. So to overcome with this aspect in this study steel fibres were introduced in NAC. These NAC mixes with steel fibres were compared with Control concrete and NAC mixes without steel fibres. To study the strength parameter of control concrete mix, NAC mix without steel fibres and NAC mixes with steel fibres. To quantify the durability parameter such as drying shrinkage and permeability of control concrete mix, NAC mix without steel fibres and NAC mixes with steel fibres. To study the effect of water absorption on control concrete mix, NAC mix without steel fibres and NAC mixes with steel fibres. To study the flexure test on RCC beams of control concrete mix, NAC mix without steel fibres and NAC mixes with steel fibres. LITERATURE REVIEW M. Carsana, et al. (2013) Studied that no-fines concrete has been generally used for paving applications. In this work, mechanical, durability-related properties and the protection provided by no-fines concrete to embedded steel against carbonation-induced corrosion have been investigated on mixtures with compressive strength in the range 7 30 MPa. Additional protections, such as a mixed-in hydrophobic admixture, the coating of cement paste on the reinforcing bar or the use of galvanized or stainless steel bars, are also considered. Results show that, although no-fines concrete was susceptible to fast carbonation and it cannot provide long-term passivation to embedded steel, it may prevent corrosion in elements exposed to the atmosphere and sheltered by rain. In case of frequent contact with water, additional protections are required, preferably based on the use of corrosion resistant bars. Nader Ghafoori and Shivaji Dutta (1995) In this study, no-fines concrete mixtures subjected to impact compaction were studied under unconfined compression, indirect tension, and static modulus of elasticity; and the results were interpreted as functions of mixture proportions. The effect of impact-compaction energies, consolidation techniques, mixture proportions, curing types, and testing conditions on physical and engineering properties were presented. The abrasion characteristics and resistance to International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. freezing and thawing of no-fines concrete were also discussed. It was found that the strength of no- fines concrete is strongly related to its mixture proportion and compaction energy. The to that of conventional concrete. No-fines concrete had a lower modulus of elasticity than conventional concrete. The ultimate drying shrinkage of compacted no-fines concrete was found to be approximately half of that conventional concrete. Air-entrained no-fines concrete exhibited a higher resistance to freezing and thawing than non-air-entrained mixtures. Strength and other physical characteristics of compacted no-fines concrete are superior to those of hand-rodded mixtures. Laboratory test results indicate that strength, abrasion and physical properties of hand-rodded no-fines concrete specimens are similar to those obtained for samples compacted at an energy of 33 Jim' (861 ft-Ib/cu ft). Nader Ghafoori and Shivaji Dutta (1995) Studied on no-fines concrete is defined as a type of concrete from which the fine aggregate component of the matrix is entirely omitted. The aggregate is of a single size and the finished product is a cellular concrete of comparatively low strength and specific weight. The cellular nature eliminates capillary attraction and provides greater thermal insulation and reduction in water permeability than exists in conventional concrete. The advantages of nofines concrete for different construction purposes have long been recognized. The post-World War II era has experienced the extensive use of no-fines concrete for loadbearing walls in single and multistory buildings, retaining walls, and ground- drainage slab systems. This paper traces the development and applications of no-fines concrete for building and other non-pavement purposes. Nader Ghafoori and Shivaji Dutta (1995) Studied on no-fines concrete was made from a uniformly graded coarse aggregate and a cement-water paste. This paper discusses thickness design of no-fines concrete parking lot pavements. Based on the engineering traffic conditions and subgrade characteristics, the thickness requirement of no-fines concrete pavements was determined. The relationships between split-tensile to compressive, flexural to compressive, and flexural to split-tensile strength of no-fines concrete are similar to that of conventional concrete. Two design procedures, American Association of State Highway and Transportation Officials (AASHTO) and Portland Cement Association (PCA), were used for the thickness evaluation of no-fines concrete parking lots. Test results obtained in the laboratory indicate that, with proper proportioning and densification, nofines concrete can be successfully utilized as a surface paving material for the construction of parking-lot pavements. The thickness design tables indicate that PCA design procedure was more reasonable for thinner pavements, whereas AASHTO yields a more conservative outcome for thicker pavements. Nader Ghafoori and Shivaji Dutta (1995) Studied on no-fines concrete is a type of concrete from which the fine aggregate is totally omitted and single sized coarse aggregates are held together by a binder consisting of a paste of hydraulic cement and water. Its extensive use came about after World War II when nearly the whole of Europe was in vast housing need. The unprecedented demand for bricks and the International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. subsequent inability of the brick-making industry to provide bricks in sufficient quantity led to the adoption of no-fines concrete as a construction material since it required considerably less cement per volume than conventional concrete. Earlier use of no-fines concrete was confined to building construction and other non-pavement applications. The present paper cites the use of no-fines concrete for pavement applications in the United States and Europe. Total four mixes were prepared in this study. In no aggregate concrete mixes (NAC), both coarse aggregates and fine aggregates were eliminated from mixes. Admixture was used in NAC mixes is different as compared to control concrete. MATERIALS USED Corrugated steel fibers of aspect ratio 50 and 37.7 Water Fig 3.2- Steel fibers having aspect ratio 37.7 and 50 from left to right MATERIAL USED The materials used in the present investigation are as follows 43 Grade, Ordinary Portland cement. Coarse aggregate confirming IS: 2386 (Part III) 1963. Crushed granite coarse aggregate- size 20 mm and below. Fine aggregate confirming IS: 2386 (Part III) 1963. Natural fine aggregate- Size 4.75 mm and below. Super plasticizer. Mater Rheobuild 1125 ( used in control concrete ) Special super plasticizer used for NAC mixes. Fly ash- Class F Gypsum CASTING AND TESTING PREPARATION OF CONCRETE MIXES AND CASTING OF TEST SPECIMENS Total four mixes were prepared in this present study. In case of control concrete mix, once the mix proportions are finalised, required quantities of materials were weighed. First cement and fly ash were mixed in dry state then coarse and fine aggregates were mixed together in a mixer to obtain homogeneous mix. Then water and super plasticizer were added. Total duration of mixing was about 5 minutes. The casting was done immediately followed mixing. There are three mixes were prepared in case of NAC. First one is no aggregate concrete mix, second is no aggregate concrete with steel fibres of aspect ratio 50 and thirdly no aggregate concrete with steel fibres of aspect ratio 37.7 mixes were prepared. After all the proportions get finalised, required quantities of materials were weighted. Firstly all powder materials like cement, fly ash and gypsum were mixed in dry state, then calculated amount of water and super plasticizer were added. After 5-10 International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. min, NAC mix became like thick slurry type. The casting was done immediately after mixing. In case of NAC mixes with steel fibres, steel fibres were added after the mix became thick slurry type. It took the time 5-8 minutes for addition of steel fibres and to get the homogeneous NAC mix. The top surface of the specimens was scraped to remove excess material and achieve smooth finish. Specimens for Control concrete mix were cast in three layers then vibration was done with the help of table vibrator. All the NAC mixes were cast in single layer without using vibrator. All specimens were demoulded after 24 hours, immediately after demoulding specimens were transferred to curing tank. Beams used for drying shrinkage were cured with curing membrane. HARDENED CONCRETE TESTS For each control concrete mix, NAC mix without steel fibres and NAC mix with steel fibres of aspect ratio 37.7 mix seventeen cubes of 100mm 100mm 100mm, three beams of 100mm 100mm 500mm, two cylinder 150mm 300mm and one cube of 150mm 150mm 150mm were cast. For testing harden properties of concrete nine (100mm 100mm) cubes were cast for each mix for compression test. One (150mm 150mm) cube is casted for each mix for permeability test. Three beams (100mm 100mm 500mm) for each mix were cast in that two were used for flexure test and one beam was used for drying shrinkage. Two cylinders of (150mm diameter and 300 mm length) were cast for each mix for splitting tensile test. In case of NAC mix with steel fibres of aspect ratio 50, nine cubes of 100mm 100mm 100mm for compressive strength , two beams of 100mm 100mm 500mm for flexural strength, one beam was used for drying shrinkage and two cylinder 150mm 300mm for split tensile strength were cast. Eight (100mm 100mm) cubes were cast from each mix except NAC mix with steel fibres of aspect ratio 50 for water absorption test. One big RCC beam of size 2000mm 100mm 200mm were cast for all mixes for flexure test. The test schedule for hardened concrete is given in Table 5.1 Compressive Strength Test: Specimens were demoulded 24 hours after casting. After demoulding, the specimens were cured in water until the day of testing. The average compressive strength test results for different ages (7, 28 and 90 days) were determined by using three specimens for each age. The axis of the specimen was carefully aligned with the centre of thrust of the plate, after cleaning of bearing surface of compression testing machine. No packing was used between faces of the test specimen and platen of testing machine. The load applied was increased continuously, without shock, at rate of approximately 140 kg/cm2/min until the resistance of the specimen to the increasing load broke down and no greater load could be sustained. The compressive stress calculated in kg/cm2 from the maximum load sustained by the cube before failure. The measured compressive strength of the specimen shall be calculated by dividing the maximum load applied to the specimen during the test by the cross-sectional International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. area, calculated from the mean dimensions of the section Photo5:Permeability Test on Cubes RESULTS AND DISCUSSIONS Photo 1: NAC Mixing Machine HARDENED CONCRETE TEST RESULTS Compression Test: Photo 2: NAC Compression Test Figure 6.1 shows the compressive strength for control concrete and NAC mixes at different curing age. Strength was more for control concrete at 7 days of curing age. At 28 days and 90 days NAC mix without fibres showed highest strength among 4 mixes. Photo 3: NAC Failure under Flexure Test by Two Point Loading Photo 4: NAC Split Tension Test International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. CONCLUSIONS OF WORK CONCLUSIONS The following conclusions are drawn by observing the test results of this experimental study.Compressive strength of NAC mix without steel fibers was higher compare to control concrete and NAC mixes with steel fibers at 28 and 90 days. Compressive strength decreased with addition of steel fibers in NAC mixes at all curing ages. Flexural strength of control concrete was highest in comparison with NAC mix without steel fibers and NAC mixes with steel fibers at 28 and 90 days. NAC mix with steel fibers of aspect ratio 37.7 gave the more flexure strength compared to all NAC mixes at 90 days. Spilt tensile strength of NAC mix with steel fibers of aspect ratio 37.7 was found to be highest among all mixes compare to control concrete, NAC mix without steel fibers and NAC mixes with steel fibers of aspect ratio 50 at 28 and 90 days. Therefore, by adding steel fibers brittle failure and less tensile strength of NAC mix without steel fibers can be avoided. International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. Control concrete mix had lower drying shrinkage strain compare to other mixes. NAC mix without steel fibers had highest drying shrinkage strain than control concrete and NAC mix with steel fibers of aspect ratio 37.7 at 60 days. NAC mix without steel fibers showed lesser water absorption than other mixes at 56 days. Water absorption decreased with increase in curing time. NAC mix with steel fibers of aspect ratio 37.7 gave the better bond strength than NAC mix without steel fibers at 28 days. NAC RCC beam with steel fibers of aspect ratio 37.7 showed improved load carrying capacity compared to all mixes hence it can be used in structuramembers. Scope for the future This is a typical Project serving the agenda of Sustainable Development NAC would a pioneer in the construction industry. A lot of scope of research lies for structural engineers to understand the behaviour of NAC and define applicational methodologies through innovative structural designs. This is the concrete for future generations who may get stuck for want of coarse aggregate due to depletion of natural resources by the earlier generations. References: concrete and the corresponding properties of normal concrete” Cement and Concrete Research, 31, 2001, pp 193-198. [2] Nan Su, Kung-Chung Hsu and His-Wen Chai, “A simple mix design method for selfcompacting concrete” Cement and Concrete Research, 31, 2001, pp 1799– 1807. [3] N. Bouzoubaa and M. Lachemi, “Selfcompacting concrete incorporating high volumes of class F fly ash Preliminary results” Cement and Concrete Research, 31, 2001, pp 413-420. [4] Dr. R. Sri Ravindrarajah, D. Siladyi and B. Adamopoulos, “Development of High-Strength SelfCompacting Concrete with reduced Segregation Potential” 1 Vol., 1048 pp., ISBN: 2-912143-42-X, soft covers. [5] Hajime okamura, Masahiro ouchi, “Self Compacting Concrete” Journal of Advanced Concrete Technology, volume 1, 2003, pp 5-15. [6] Paratibha Aggarwal, Aggarwal and Surinder M Gupta, “Self-Compacting Concrete Procedure for Mix Design” Leonardo Electronic Journal of Practices and Technologies, Issue 12, 2008, pp 15-24. [7] S. Girish, R.V. Ranganath and Jagadish Vengala, “Influence of powder and paste on flow properties of SCC” Onstruction and Building Materials, 24, 2010, pp 2481–2488. [8] E. Todorova, G. Chernev,” Influence of metakaolinite and stone flour on the properties of selfcompacting concrete” Journal of Chemical Technology and Metallurgy, 48, 2, 2013, 196201. [1] Bertil Persson, “A comparison between mechanical properties of self-compacting International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE]TM Volume 2, Issue 15, PP: 1 - 11, JULY’ 2016. [9] Cristian Druta, “Tensile strength and bonding characteristics of self-compacting concrete” B.S. (Mechanical Eng.), Polytechnic University of Bucharest, 1995 August 2003. [15] Manu Santhanam and Subramanian, S. “Current developments in self-compacting concrete” Indian Concrete Journal, June, Vol., pp11-22. [10] S Subramanian, S. “Interfaces in concrete – Achieving performance” International Conference on Concretes, Dundee, Scotland (1999). [16] Jagadish Vengala Sudarsan, M.S., and Ranganath, R.V. “Experimental study for obtaining self-compacting concrete”, Indian Concrete Journal, August, pp. 1261- 1266. [11] Surabhi.C.S, Mini Soman, Syam Prakash.V, “Influence of Limestone Powder on Properties of Self-Compacting Concrete” 10th National Conference on Technological Trends (NCTT09) 6-7 Nov 2009 [17] Subramanian .S and Chattopadhyay, “Experiments for Mix Proportioning of Self Compacting Concrete” Indian Concrete Journal, January, Vol., PP 13-20. [12] Mayur B. Vanjare, Shriram H. Mahure, “Experimental Investigation on Self Compacting Concrete Using Glass Powder”, International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 3, May-Jun 2012, pp.14881492. [13] Suraj N. Shah., Shweta S. Sutar, Yogesh Bhagwat, “Application of industrial Waste- in the manufacturing of Self compacting concrete” Govrnment college of engineering, karad. [14] N. Bouzouba and M. Lachemi, “Self Compacting Concrete Incorporating HighVolumes of Class F Fly Ash” Cement and Concrete Research, Vol. 31, No. 3, Mar. 2001, pp. 413-420. [18] Hardik Upadhyay, Pankaj Shah, Elizabeth George, “Testing and Mix Design Method of Self-Compacting Concrete” National Conference on Recent Trends in Engineering & Technology. [19] Zoran Grdic, Iva Despotovic, Gordana Toplicic curcic, “Properties of self-compacting concrete with different types of additives” Architecture and Civil Engineering Vol. 6, No 2, 2008, pp. 173 – 177 [20] Naik, T.R., Singh S, “Influence of fly ash on setting and hardening characteristics of concrete systems” Materials Journal, Vol.94, Issue 5, pp.355-360. Website: www.civilengjournals.com International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL’ 2016. PP: 1 - 11
ANIL KUMAR REDDY T, et al, International Journal of Research Sciences and Advanced Engineering [IJRSAE] TM Volume 2, Issue 15, PP: 1 - 11, JULY' 2016. International Journal of Research Sciences and Advanced Engineering Vol.2 (15), ISSN: 2319-6106, JUL' 2016. PP: 1 - 11 STRENGTH AND DURABILITY PROPERTIES OF NO AGGREGATE
workability and it decreased the strength and durability. 5. By gradually increasing of CSS and proportionally decreasing the River Sand in total volume of fine aggregate and gradually decreasing the volume of total Fine aggregate in the total aggregate volume, concretes achieved almost equal slump, flow, strength and durability properties.
Chapter 3 3.1 The Importance of Strength 3.2 Strength Level Required KINDS OF STRENGTH 3.3 Compressive Strength 3.4 Flexural Strength 3.5 Tensile Strength 3.6 Shear, Torsion and Combined Stresses 3.7 Relationship of Test Strength to the Structure MEASUREMENT OF STRENGTH 3.8 Job-Molded Specimens 3.9 Testing of Hardened Concrete FACTORS AFFECTING STRENGTH 3.10 General Comments
Tabel 4. Pre-test and Post-test Data of athletes'' arm strength, abdominal strength, back strength and leg strength. Subject No. Arm Strength Abdominal Strength Back Strength Leg Strength Pre-Test Post-Test Pre-Test Post-Test Pre-Test Post-Test Pre-Test Post-Test 1
flexural strength and modulus of elasticity of the units were obtained. Later, the studies were extended to obtain the strength and elastic properties of ACB masonry. Here, the focus was compressive strength of prisms and wallettes, flexural strength and shear bond strength. All the details of the studies were reported extensively in this paper.
ACI 211.1 (150 300 mm cylinder strength) DoE plots ( 150 mm cube strength) w/c ratio c/w ratio Cube strength 1.25 cylinder strength (a) DoE and ACI . plots 1.4 1.6 1.8 2 2.2 2.4 2.6 0 20 40 60 80 Strength (MPa) c/w ratio Cube strength 1.25 cylinder strength ACI 211.1 (150 300 mm cyl
STRENGTH OF WOOD JOINTS MADE WITH NAILS, STAPLES, OR SCREWS . By . JOHN A. SCHOLTEN, Engineer . Forest Products Laboratory, 1 Forest Service U.S. Department of Agriculture . STRENGTH OF NAILED JOINTS The strength, stability, and life of a structure or parts of a structure are dependent to a large extent on the strength, rigidity, and durability .
Mechanical properties of the composites Mechanical properties such as tensile strength, elongation at break, tensile strength at break and yield strength of the composites are shown in Figures 4-7. Figure 4 shows the tensile strength of the hybrid composites at different fiber content. The tensile strength of 100% HDPE was found 20.16 MPa.
6 C4 C5 Tourer post 2010 1.6 Hdi 16v 110bhp (non dpfs) 66 1.6 Hdi 16V 110bhp 52 C4 PICASSO 2.0 Hdi 16V 160bhp 67 All models pre 2010 60 2.0 Hdi 16V 160bhp Auto 53 1.6i 16v Vti 120bhp 60 3.0 Hdi V6 240bhp Auto 63
