This document summarizes an experimental study on the effects of adding polypropylene fibers to high strength concrete mixes (M30 and M40) at various fiber contents (0%, 0.5%, 1%, 1.5%, 2% by volume). Cubes and beams were tested at 7, 14, and 28 days to determine the compressive, tensile, and flexural strengths under different curing conditions. The results showed that polypropylene fibers increased the tensile and flexural strengths but did not significantly affect the compressive strength. An optimum fiber content of 1% was found to provide the best improvement in mechanical properties. Further research is recommended to better understand the performance of polypropylene fiber reinforced concrete
Self-Compacting Concrete or Self Consolidating Concrete (SCC) is a highly flowable, stable concrete which flows readily into place, filling formwork without any consolidation and without undergoing any significant segregation. The use of SCC eliminates the need for compaction therefore saving time, reducing labor costs and conserving energy.Fresh SCC must possess the key properties including filling ability, passing ability and resistance to segregation at required levels. The filling ability is the ability of the SCC to flow into all spaces within the formwork under its own weight. Without vibrating the concrete, SCC has to fill any space within the formwork and it has to flow in horizontal and vertical directions without keeping air entrapped inside the concrete or at the surface. Passing ability is the ability of the SCC to flow through tight openings such as spaces between steel reinforcing bars, under its own weight. Passing ability is required to guarantee a homogenous distribution of the components of SCC in the vicinity of obstacles. The resistance to segregation is the resistance of the components of SCC to migration or separation and remains uniform throughout the process of transport and placing.
Self-Compacting Concrete or Self Consolidating Concrete (SCC) is a highly flowable, stable concrete which flows readily into place, filling formwork without any consolidation and without undergoing any significant segregation. The use of SCC eliminates the need for compaction therefore saving time, reducing labor costs and conserving energy.Fresh SCC must possess the key properties including filling ability, passing ability and resistance to segregation at required levels. The filling ability is the ability of the SCC to flow into all spaces within the formwork under its own weight. Without vibrating the concrete, SCC has to fill any space within the formwork and it has to flow in horizontal and vertical directions without keeping air entrapped inside the concrete or at the surface. Passing ability is the ability of the SCC to flow through tight openings such as spaces between steel reinforcing bars, under its own weight. Passing ability is required to guarantee a homogenous distribution of the components of SCC in the vicinity of obstacles. The resistance to segregation is the resistance of the components of SCC to migration or separation and remains uniform throughout the process of transport and placing.
This presentation includes in how many ways plastic can be used in soil stabilization. It covers how a waste material can be used without any additional increase in cost.
High-Volume Fly Ash Concrete: According to some researchers, more than 30% fly ash by mass (equivalent as 50% by volume) of the cementitious material may be considered enough to classify the mixtures as High-Volume Fly Ash (HVFA) concrete. It is possible to produce sustainable, high performance concrete mixtures with 50% or more cement replacement by fly ash.
you would be aware about the different types of special concrete being used in india.All these types of concrete are being produced by ultratech concrete, for more details visit www.ultratechconcrete.com/concrete_types.html
INVESTIGATION ON FLY ASH AS A PARTIAL CEMENT REPLACEMENT IN CONCRETESk Md Nayar
The use of Portland cement in concrete construction is under critical review due to high
amount of carbon dioxide gas released to the atmosphere during the production of cement. In
recent years, attempts to increase the utilization of fly ash to partially replace the use of Portland
cement in concrete are gathering momentum. Most of this by-product material is currently
dumped in landfills, creating a threat to the environment.
Fly ash based concrete is a ‘new’ material that does not need the presence of Portland
cement as a binder. Instead, the source of materials such as fly ash, that are rich in Silicon (Si)
and Aluminium (Al), are activated by alkaline liquids to produce the binder.
This project reports the details of development of the process of making fly ash-based
concrete. Due to the lack of knowledge and know-how of making of fly ash based concrete in the
published literature, this study adopted a rigorous trial and error process to develop the
technology of making, and to identify the salient parameters affecting the properties of fresh and
hardened concrete. As far as possible, the technology that is currently in use to manufacture and
testing of ordinary Portland cement concrete were used.
Fly ash was chosen as the basic material to be activated by the geopolimerization process
to be the concrete binder, to totally replace the use of Portland cement. The binder is the only
difference to the ordinary Portland cement concrete. To activate the Silicon and Aluminium
content in fly ash, a combination of sodium hydroxide solution and sodium silicate solution was
used.
Manufacturing process comprising material preparation, mixing, placing, compaction and
curing is reported in the thesis. Napthalene-based superplasticiser was found to be useful to
improve the workability of fresh fly ash-based concrete, as well as the addition of extra water.
The main parameters affecting the compressive strength of hardened fly ash-based concrete are
the curing temperature and curing time, The molar H2O-to-Na2O ratio, and mixing time.
Fresh fly ash-based concrete has been able to remain workable up to at least 120 minutes
without any sign of setting and without any degradation in the compressive strength. Providing a
rest period for fresh concrete after casting before the start of curing up to five days increased the
compressive strength of hardened concrete.
The elastic properties of hardened fly ash-based concrete, i,e. the modulus of elasticity,
the Poisson’s ratio, and the indirect tensile strength, are similar to those of ordinary Portland
cement concrete. The stress-strain relations of fly ash-based concrete fit well with the expression
developed for ordinary Portland cement concrete.
Concrete is a major waste in construction Industry. It needs to be recycled to make a waste free environment. So how concrete is recycled, which type of concrete can be recycled, where it can be used is mentioned in this ppt.
Fiber-reinforced concrete (FRC) is concrete containing fibrous material which increases its structural integrity.
It contains short discrete fibers that are uniformly distributed and randomly oriented.
Fibers include steel fibers, glass fibers, synthetic fibers and natural fibers – each of which lend varying properties to the concrete.
Concrete is made up of ingredients like Cement, Fine Aggregate (Sand), Coarse Aggregate, Water and admixtures. Concrete mix design is done to Optimize the requirements of Cement, Sand, Aggregate and Water in order to ensure that concrete parameters in both Plastic Stage (like workability) and in Hardened Stage (like Compressive Strength and durability) are achieved. The Concrete mix design is as per Indian Standards (IS 10262) and might vary from country to country. The nominal mix design ratios available for concrete less than M30 in strength are only thumb rules and are generally over designed. As the actual site conditions vary and the mix design should be adjusted as per the location and other factors.
Fiber Reinforced Concrete (FRC) is a modern Technology in the field of civil engineering, this ppt gives the overall view about the FRC, Uses of FRC in simplest way.
Fly Ash as a Partial Replacement of Cement in Concrete and Durability Study o...IJERD Editor
Cement production gives rise to CO2emissions generated by the calcinations of CaCo3 and by the
fossil, being responsible for about 5% of the Co2 emissions in the world. This can be substantially reduced if
cement replacement materials such as a fly ash are used Within the frame work of a comprehensive research
concerning this residual of coal industries, studied some durability characteristics of concretes made with Fly
ash. In this project report the results of the tests carried out on Sulphate attack on concrete cubes in water curing
along with H2SO4 solution. Also, aiming the use of fly-ash as cement replacement. The present experimental
investigation were carried on fly ash and has been chemically and physically characterized, and partially
replaced in the ratio of 0%, 5%, 10%, 15%, 20% by weight of cement in concrete. Fresh concrete tests like
compaction factor test was hardened concrete tests like compressive Strength at the age of 28 days, 60 days, 90
days was obtained and also durability aspect of fly ash concrete for sulphates attack was tested. The result
indicates that fly ash improves concrete durability.
This presentation gives a brief introduction on FRC's history, definition and why is it used. Types of FRC's and it's applications is explained in detail in later stages.Also, it covers various properties that affects FRC and a Case study in end.
This presentation includes in how many ways plastic can be used in soil stabilization. It covers how a waste material can be used without any additional increase in cost.
High-Volume Fly Ash Concrete: According to some researchers, more than 30% fly ash by mass (equivalent as 50% by volume) of the cementitious material may be considered enough to classify the mixtures as High-Volume Fly Ash (HVFA) concrete. It is possible to produce sustainable, high performance concrete mixtures with 50% or more cement replacement by fly ash.
you would be aware about the different types of special concrete being used in india.All these types of concrete are being produced by ultratech concrete, for more details visit www.ultratechconcrete.com/concrete_types.html
INVESTIGATION ON FLY ASH AS A PARTIAL CEMENT REPLACEMENT IN CONCRETESk Md Nayar
The use of Portland cement in concrete construction is under critical review due to high
amount of carbon dioxide gas released to the atmosphere during the production of cement. In
recent years, attempts to increase the utilization of fly ash to partially replace the use of Portland
cement in concrete are gathering momentum. Most of this by-product material is currently
dumped in landfills, creating a threat to the environment.
Fly ash based concrete is a ‘new’ material that does not need the presence of Portland
cement as a binder. Instead, the source of materials such as fly ash, that are rich in Silicon (Si)
and Aluminium (Al), are activated by alkaline liquids to produce the binder.
This project reports the details of development of the process of making fly ash-based
concrete. Due to the lack of knowledge and know-how of making of fly ash based concrete in the
published literature, this study adopted a rigorous trial and error process to develop the
technology of making, and to identify the salient parameters affecting the properties of fresh and
hardened concrete. As far as possible, the technology that is currently in use to manufacture and
testing of ordinary Portland cement concrete were used.
Fly ash was chosen as the basic material to be activated by the geopolimerization process
to be the concrete binder, to totally replace the use of Portland cement. The binder is the only
difference to the ordinary Portland cement concrete. To activate the Silicon and Aluminium
content in fly ash, a combination of sodium hydroxide solution and sodium silicate solution was
used.
Manufacturing process comprising material preparation, mixing, placing, compaction and
curing is reported in the thesis. Napthalene-based superplasticiser was found to be useful to
improve the workability of fresh fly ash-based concrete, as well as the addition of extra water.
The main parameters affecting the compressive strength of hardened fly ash-based concrete are
the curing temperature and curing time, The molar H2O-to-Na2O ratio, and mixing time.
Fresh fly ash-based concrete has been able to remain workable up to at least 120 minutes
without any sign of setting and without any degradation in the compressive strength. Providing a
rest period for fresh concrete after casting before the start of curing up to five days increased the
compressive strength of hardened concrete.
The elastic properties of hardened fly ash-based concrete, i,e. the modulus of elasticity,
the Poisson’s ratio, and the indirect tensile strength, are similar to those of ordinary Portland
cement concrete. The stress-strain relations of fly ash-based concrete fit well with the expression
developed for ordinary Portland cement concrete.
Concrete is a major waste in construction Industry. It needs to be recycled to make a waste free environment. So how concrete is recycled, which type of concrete can be recycled, where it can be used is mentioned in this ppt.
Fiber-reinforced concrete (FRC) is concrete containing fibrous material which increases its structural integrity.
It contains short discrete fibers that are uniformly distributed and randomly oriented.
Fibers include steel fibers, glass fibers, synthetic fibers and natural fibers – each of which lend varying properties to the concrete.
Concrete is made up of ingredients like Cement, Fine Aggregate (Sand), Coarse Aggregate, Water and admixtures. Concrete mix design is done to Optimize the requirements of Cement, Sand, Aggregate and Water in order to ensure that concrete parameters in both Plastic Stage (like workability) and in Hardened Stage (like Compressive Strength and durability) are achieved. The Concrete mix design is as per Indian Standards (IS 10262) and might vary from country to country. The nominal mix design ratios available for concrete less than M30 in strength are only thumb rules and are generally over designed. As the actual site conditions vary and the mix design should be adjusted as per the location and other factors.
Fiber Reinforced Concrete (FRC) is a modern Technology in the field of civil engineering, this ppt gives the overall view about the FRC, Uses of FRC in simplest way.
Fly Ash as a Partial Replacement of Cement in Concrete and Durability Study o...IJERD Editor
Cement production gives rise to CO2emissions generated by the calcinations of CaCo3 and by the
fossil, being responsible for about 5% of the Co2 emissions in the world. This can be substantially reduced if
cement replacement materials such as a fly ash are used Within the frame work of a comprehensive research
concerning this residual of coal industries, studied some durability characteristics of concretes made with Fly
ash. In this project report the results of the tests carried out on Sulphate attack on concrete cubes in water curing
along with H2SO4 solution. Also, aiming the use of fly-ash as cement replacement. The present experimental
investigation were carried on fly ash and has been chemically and physically characterized, and partially
replaced in the ratio of 0%, 5%, 10%, 15%, 20% by weight of cement in concrete. Fresh concrete tests like
compaction factor test was hardened concrete tests like compressive Strength at the age of 28 days, 60 days, 90
days was obtained and also durability aspect of fly ash concrete for sulphates attack was tested. The result
indicates that fly ash improves concrete durability.
This presentation gives a brief introduction on FRC's history, definition and why is it used. Types of FRC's and it's applications is explained in detail in later stages.Also, it covers various properties that affects FRC and a Case study in end.
Comparative study of polymer fibre reinforced concrete with conventional conc...eSAT Journals
Abstract Road transportation is undoubtedly the lifeline of the nation and its development is a crucial concern. The traditional bituminous pavements and their needs for continuous maintenance and rehabilitation operations points towards the scope for cement concrete pavements. There are several advantages of cement concrete pavements over bituminous pavements. This paper emphasizes on POLYMER FIBRE REINFORCED CONCRETE PAVEMENTS, which is a recent advancement in the field of reinforced concrete pavement design. A comparative study of these pavements with the conventional concrete pavements has been made using Polypropylene fiber waste as fiber reinforcement. Keywords: Polymer fibre concrete pavement, Polypropylene fiber waste as fiber reinforcement
Glass Fibre Concrete: Investigation on Strength and Fire Resistant PropertiesIOSR Journals
Abstract: Over the decades, there has been a significant increase in the use of fibres in concrete for improving
its properties such as tensile strength and ductility. The fibre concrete is also used in retrofitting existing
concrete structures. Among many different types of fibres available today, glass fibre is a recent introduction in
the field of concrete technology. Glass fibre has the advantages of having higher tensile strength and fire
resistant properties, thus reducing the loss of damage during fire accident of concrete structures. In this
investigation glass fibres of 450 mm length are added to the concrete by volume fraction of up to 1% to
determine its strength and fire resistant characteristics. Comparison of the strength and fire-resistance
performance of conventional concrete and glass fibre concrete was made. The paper presents the details of the
experimental investigations and the conclusions drawn there from
To Study the Effect of Silica Fume on Properties of Macro Polypropylene Blend...ijsrd.com
This paper represents the research initialization towards the fresh and hardened properties of macro polypropylene blended fiber reinforced concrete using Silica Fume. In this study polypropylene fiber are used with 0%, 0.15%, 0.30%, 0.60% and 1.0% by weight of cement and Silica Fume with percentage of 0%, 5%, 7.5% and 10% which are replaced with cement for M30 grade concrete. All of the mixes are tasted with the compressive strength test and flexural strength test for 7 days 28 days. Durability test is also carried out for 56 days. The results from all of the tests are to be compared with control concrete mix.
International Journal of Engineering Research and Applications (IJERA) is an open access online peer reviewed international journal that publishes research and review articles in the fields of Computer Science, Neural Networks, Electrical Engineering, Software Engineering, Information Technology, Mechanical Engineering, Chemical Engineering, Plastic Engineering, Food Technology, Textile Engineering, Nano Technology & science, Power Electronics, Electronics & Communication Engineering, Computational mathematics, Image processing, Civil Engineering, Structural Engineering, Environmental Engineering, VLSI Testing & Low Power VLSI Design etc.
STUDY OF STRENGTH PROPERTIES OF POLYESTER FIBRE REINFORCED CONCRETEJournal For Research
Fiber Reinforced Concrete" is relatively a new construction material developed through extensive research and development work during the last two decades. Fiber Reinforced Concrete (FRC) is defined as composite material which consists of conventional concrete reinforced by randomly dispersed short length fibers of specific geometry, made of steel, synthetic (polymeric) or natural fibers. Plain cement concrete has very low tensile strength and causes formation of micro cracks in stressed and unstressed states of concrete. Also, it has a low strain at fracture and brittleness with less ductility especially in case of High Performance Concrete. Fiber Reinforced Concrete is the answer to modify these properties of Plain Concrete. The recent development of Secondary reinforcement in Concrete in various fields has provided a strong technical base for improving the quality of the material. To overcome the deficiencies fibers are used as secondary reinforcement. FRC is Portland cement concrete reinforced with more or less randomly distributed fibers. The choice of fibers varies from synthetic organic materials such as polypropylene or carbon, synthetic inorganic such as steel or polyster, natural organic such as cellulose or sisal to natural inorganic asbestos. The interaction between the fiber and concrete matrix is the fundamental property that affects the performance of a cement based fiber composite materials. An understanding of this interaction is needed for forecasting the fiber contribution and for predicting the behavior of such composites. In present investigation concrete with addition of polyester fiber Recron 3s at various at dosages of 0.25%, 0.50%, 0.75% and 1.00% by weight of cement in the mix design is studied to find the optimum dosage of Polyster fiber for concrete.
Courier management system project report.pdfKamal Acharya
It is now-a-days very important for the people to send or receive articles like imported furniture, electronic items, gifts, business goods and the like. People depend vastly on different transport systems which mostly use the manual way of receiving and delivering the articles. There is no way to track the articles till they are received and there is no way to let the customer know what happened in transit, once he booked some articles. In such a situation, we need a system which completely computerizes the cargo activities including time to time tracking of the articles sent. This need is fulfilled by Courier Management System software which is online software for the cargo management people that enables them to receive the goods from a source and send them to a required destination and track their status from time to time.
About
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
Application
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
Student information management system project report ii.pdfKamal Acharya
Our project explains about the student management. This project mainly explains the various actions related to student details. This project shows some ease in adding, editing and deleting the student details. It also provides a less time consuming process for viewing, adding, editing and deleting the marks of the students.
NO1 Uk best vashikaran specialist in delhi vashikaran baba near me online vas...Amil Baba Dawood bangali
Contact with Dawood Bhai Just call on +92322-6382012 and we'll help you. We'll solve all your problems within 12 to 24 hours and with 101% guarantee and with astrology systematic. If you want to take any personal or professional advice then also you can call us on +92322-6382012 , ONLINE LOVE PROBLEM & Other all types of Daily Life Problem's.Then CALL or WHATSAPP us on +92322-6382012 and Get all these problems solutions here by Amil Baba DAWOOD BANGALI
#vashikaranspecialist #astrologer #palmistry #amliyaat #taweez #manpasandshadi #horoscope #spiritual #lovelife #lovespell #marriagespell#aamilbabainpakistan #amilbabainkarachi #powerfullblackmagicspell #kalajadumantarspecialist #realamilbaba #AmilbabainPakistan #astrologerincanada #astrologerindubai #lovespellsmaster #kalajaduspecialist #lovespellsthatwork #aamilbabainlahore#blackmagicformarriage #aamilbaba #kalajadu #kalailam #taweez #wazifaexpert #jadumantar #vashikaranspecialist #astrologer #palmistry #amliyaat #taweez #manpasandshadi #horoscope #spiritual #lovelife #lovespell #marriagespell#aamilbabainpakistan #amilbabainkarachi #powerfullblackmagicspell #kalajadumantarspecialist #realamilbaba #AmilbabainPakistan #astrologerincanada #astrologerindubai #lovespellsmaster #kalajaduspecialist #lovespellsthatwork #aamilbabainlahore #blackmagicforlove #blackmagicformarriage #aamilbaba #kalajadu #kalailam #taweez #wazifaexpert #jadumantar #vashikaranspecialist #astrologer #palmistry #amliyaat #taweez #manpasandshadi #horoscope #spiritual #lovelife #lovespell #marriagespell#aamilbabainpakistan #amilbabainkarachi #powerfullblackmagicspell #kalajadumantarspecialist #realamilbaba #AmilbabainPakistan #astrologerincanada #astrologerindubai #lovespellsmaster #kalajaduspecialist #lovespellsthatwork #aamilbabainlahore #Amilbabainuk #amilbabainspain #amilbabaindubai #Amilbabainnorway #amilbabainkrachi #amilbabainlahore #amilbabaingujranwalan #amilbabainislamabad
Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
TECHNICAL TRAINING MANUAL GENERAL FAMILIARIZATION COURSEDuvanRamosGarzon1
AIRCRAFT GENERAL
The Single Aisle is the most advanced family aircraft in service today, with fly-by-wire flight controls.
The A318, A319, A320 and A321 are twin-engine subsonic medium range aircraft.
The family offers a choice of engines
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Quality defects in TMT Bars, Possible causes and Potential Solutions.PrashantGoswami42
Maintaining high-quality standards in the production of TMT bars is crucial for ensuring structural integrity in construction. Addressing common defects through careful monitoring, standardized processes, and advanced technology can significantly improve the quality of TMT bars. Continuous training and adherence to quality control measures will also play a pivotal role in minimizing these defects.
Vaccine management system project report documentation..pdfKamal Acharya
The Division of Vaccine and Immunization is facing increasing difficulty monitoring vaccines and other commodities distribution once they have been distributed from the national stores. With the introduction of new vaccines, more challenges have been anticipated with this additions posing serious threat to the already over strained vaccine supply chain system in Kenya.
Vaccine management system project report documentation..pdf
Performance of Polypropylene Fibre Reinforced Concrete
1. IOSR Journal of Mechanical and Civil Engineering (IOSR-JMCE)
e-ISSN: 2278-1684,p-ISSN: 2320-334X, Volume 12, Issue 1 Ver. I (Jan- Feb. 2015), PP 28-36
www.iosrjournals.org
DOI: 10.9790/1684-12112836 www.iosrjournals.org 28 | Page
Performance of Polypropylene Fibre Reinforced Concrete
Milind V. Mohod1
1
Assistant Professor, Department of Civil Engineering ,Prof. Ram Meghe Institute of Technology
And Research,Badnera, Amravati, India
Abstract: The paper deals with the effects of addition of various proportions of polypropylene fibers on the
properties of High strength concrete (M30and M40 mixes). An experimental program was carried out to explore
its effects on compressive, tensile, flexural strength under different curing condition. The main aim of the
investigation program is to study the effect of Polypropylene fiber mix by varying content such as
0% ,0.5%,1%,1.5% & 2% and finding the optimum Polypropylene fibre content. The concrete specimens were
tested at different age level for mechanical properties of concrete, namely, cube compressive strength, split
tensile strength, flexural strength. A detailed study was carried out for curing conditions. Half of the concrete
specimens were left exposed to the surrounding to cure by themselves and the remaining half were cured in a
curing tank. Initially the concrete specimen’s shows appreciable strength for irregular curing but as the days
advances the curing specimens gave satisfactory strength. A notable increase in the compressive, tensile and
flexural strength was observed. However, further investigations were highly recommended and should be
carried out to understand more mechanical properties of fibre reinforced concrete.
Keywords: Different curing condition, High strength concrete, mechanical properties of concrete,
polypropylene fibers
I. Introduction
Polypropylene fibers are hydrophobic, that is they do not absorb water. Therefore, when placed in a
concrete matrix they need only be mixed long enough to insure dispersion in the concrete mixture. The mixing
time of fibrillated or tape fibers should be kept to a minimum to avoid possible shredding of the fibers .The type
of polypropylene fiber recommended by manufacturers for paving applications is the collated fibrillated fiber.
The length of fiber recommended is normally tied to the nominal maximum size of aggregate in the mixture.
Manufacturers recommend that the length of the fiber be greater than twice the diameter of the aggregate. This
would be consistent with past experiences with steel fibers and also with current theories on fiber dispersion and
bonding”. The manufacturers of fibrillated fibers recommend their products for the following purposes in
paving: to reduce plastic shrinkage and permeability, to increase impact resistance, abrasion resistance, fatigue,
and cohesiveness (for use in slip forming and on steep inclines), and to provide a cost effective replacement for
welded wire fabric (WWF). However, they do not recommend specifying fibers for the control of cracking from
external stresses, increased structural strength, slab thickness reduction, joint spacing reduction, or replacement
of structural steel reinforcement. Monofilament fibers, according to fiber manufacturers, only provide control of
cracking caused by shrinkage and thermal stresses occurring at early ages. These fibers provide no post-crack
benefit and are used only for shrinkage cracking and not to provide improvements to other engineering
properties.
The amount of polypropylene fibers recommended by most manufacturers for use in paving mixtures
and most other mixtures is 0.1 percent by volume of concrete (0.889 to 0.949 kg per cubic meter). Researchers
have experimented with fiber volumes up to 7.0 percent. Fiber volumes greater than 2.0 percent normally
involve the use of continuous fibers, which are not usually considered for paving applications due to
constructability problems. Fiber volumes up to 0.5 percent can be used without major adjustments to the mixture
proportions. As volume levels approach 0.5 percent, air-entraining and water-reducing admixtures are required.
1.1 Literature Review
Review of work done by various researchers discusses the mechanism of fibre-matrix interaction,
where various models are used to compute the bonding between the fibres and cement matrix. As the bonding of
fibre and the matrix plays a major role in the composite behavior. Furthermore, this chapter also presents a
review of literature relevant to the investigation and tests done for fibre reinforced concrete in general with a
prominence of civil engineering application.
Fiber reinforced concrete was successfully used in variety of engineering applications, because of its
satisfactory and outstanding performance in the industry and construction field. However, most of the engineers
and researchers have thought that how and why the fibers perform so successfully. So, to recognize the usage of
fibers in concrete, in these last four decades, most of the research was done on mechanical behavior of fiber
reinforced concrete and the fibers itself.
2. Performance of Polypropylene Fibre Reinforced Concrete
DOI: 10.9790/1684-12112836 www.iosrjournals.org 29 | Page
According to Balaguru (1988) the uniaxial compression test is normally used to evaluate the behavior
of concrete in compression. This produces a combination of shear failure near the ends of the specimen with
lateral swelling of the unconfined central section accompanied by cracking parallel to the loading axis when the
lateral strain exceeds the matrix cracking strain in tension. Fibers can affect these facets of uniaxial compressive
behavior that involve shear stress and tensile strain. This can be seen from the increased strain capacity and also
from the increased toughness (area under the curve) in the post-crack portion of the stress-strain curve.
Khajuria and Balaguru, (1989) .in some instances, if more water is added to fiber concrete to improve
its workability, a reduction in compressive strength can occur. This reduction should be attributed to additional
water or due to an increase in entrapped air, not fiber addition.
Johnston and Skarendahl, (1992). The addition of fibers up to a volume fraction of 0.1% does not affect
the compressive strength. When tested under compression, failure occurs at or soon after the peak load
providing very little toughness. It is found that the fibers have very little effect on compressive strength
calculated from the peak load, and both slight increase and decrease in strength have been reported with increase
in fiber content. The decrease in strength is mostly reasoned due to incomplete consolidation.
Alhozaimy, A.M., et al (1995) carried out experimental investigations on the effects of adding low
volume fractions (<0.3%) of calculated fibrillated polypropylene fibres in concrete on compressive flexural and
impact strength with different binder compositions. They observed that polypropylene fibres have no significant
effect on compressive (or) flexural strength, while flexural toughness and impact resistance showed increased
values. They also observed that positive interactions were also detected between fibres and pozzolans.
Bentur, (2007). (Hasan Et Al., 2011 Roesler Et Al. (2006), the addition of polypropylene fibres does
not have a significant effect on the direct tensile cracking strength (Bentur, 2007). However, in moderate
volume replacements (0.33-0.5%) the addition of macro-synthetic polypropylene fibres showed a 10 to 15%
increase in splitting tensile strength.
II. Methodology
As in the literature review I have chosen the polypropylene fibre for making the concrete mix and I
have select the different proportions of polypropylene fibre for obtaining the strength variation at
0.5%,1%,1.5%,2% and for making the PPFRC we required different materials which are described below.
2.1 Materials
2.1.1 Cement
The cement used was Pozzolana Portland cement (PPC) with a specific gravity of 3.11. Initial and final
setting times of the cement were 69 min and 195 min, respectively.
2.1.2 Aggregates
Good quality river sand was used as a fine aggregate of WARDHA SAND. The material whose
particles are of size as are retained on I.S Sieve No.480 (4.75mm) is termed as coarse aggregate. The size of
coarse aggregate depends upon the nature of work. The coarse aggregate used in this experimental investigation
are of 20mm size crushed angular in shape. The aggregates are free from dust before used in the concrete.
2.1.3 Fibres
Fibres vary in types, geometry, properties and availability in construction industry. Most common
types of fibres are steel fibres, glass fibres, and polypropylene fibres. These usages may alter in concrete for
different applications. The fibres are selected from their properties like, effectiveness, cost and availability.
Special types of fibres such as carbon, and Kevlar, natural fibres, mineral fibres, and asbestos fibres may use in
harsh environment. These differences and usage of fibres depends on the requirement of behavior and properties
for a concrete, allowing the increase the explicit effects and mechanical properties. Fibre geometry varies from
hooked end fibres, deformed fibres, deformed wires, fibre mesh, wave-cut fibres, large end fibres till different
types and geometries.
Different types of fibres used in the construction of different structures are:
1. Steel fibre.
2. Glass fibre.
3. Polypropylene fibre.
2.2 Polypropylene Fibres
Polypropylene is available in two forms, monofilament fibers and film fibers. Monofilament fibers are
produced by an extrusion process through the orifices in a spinneret and then cut to the desired length. The
newer film process is similar except that the polypropylene is extruded through a die-that produces a tubular or
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flat film. This film is then slit into tapes and uniaxially stretched. These tapes are then stretched over carefully
designed roller pin systems which generate longitudinal splits and these can be cut or twisted to form various
types of fibrillated fibers. The fibrillated fibers have a net-like physical structure. The tensile strength of the
fibers is developed by the molecular orientation obtained during the extrusion process. The draw ratio (final
length/initial length), a measure of the extension applied to the fiber during fabrication, of polypropylene fibers
is generally about eight.
Polypropylene has a melting point of 165 degrees C and can withstand temperatures of over 100
degrees C for short periods of time before softening'. It is chemically inert and any chemical that can harm these
fibers will probably be much more detrimental to the concrete matrix'. The fiber is susceptible to degradation by
UV radiation (sunlight) and oxygen; however, in the concrete matrix this problem is eliminated'. Monofilament
fibers were the first type of polypropylene fiber introduced as an additive in PFRC. Monofilament fibers are
available in lengths of 1/2, 3/4, and 1-1/2 inches .The monofilament fibers have also been produced with end
buttons or in twisted form to provide for greater mechanical anchorage and better performance. The majority of
fiber manufacturers recommend the fibrillated type of fiber for use in paving applications. The exact chemical
composition and method of manufacture may vary slightly among producers. The main types or geometry of
fibers currently available from most producers are monofilament and fibrillated. The fibrillated fibers are
usually manufactured in bundles or collated together and come in lengths of 1/2, 3/4, 1-1/2, or 2 inches. One
manufacturer is producing a twisted collated fibrillated fiber and another is producing a blended collated
fibrillated fiber consisting of fibrillated fibers blended together in various lengths from 3/4 to 2 inches. The
monofilament fibers are described by length in inches and also either by miles(1/1000 inch) or by denier's (unit
of fineness equal to the fineness of a 9,000-meter fiber that weighs one gram) in diameter'. The term denier
comes from the textile industry. The term fibrillated (screen) fiber derives from the manufacturing method used.
The term collated means that the fibrillated fibers are bundled together, usually with some type of water soluble
glue which will break up or dissolve in the fluid concrete mixture. Another method of packaging the fibers used
by one manufacturer was in twisted collated fibrillated fibers, for a claimed better 3-dimensional distribution
throughout the mixture.
Figure2.1: Twisted wave geometry Figure2.2: Mesh geometry Figure2.3: Polypropylene fibre
Table no.3.2 Properties of polypropylene fibres
Properties Test data
Diameter(D) ,mm 0.0445
Length (l),mm 6.20
Aspect Ratio (l/D) 139.33
Tensile strength Mpa 308
Specific gravity 1.33
2.3 Mix Design
The process of selecting suitable ingredients of concrete and determining their relative amounts with
the objective of producing a concrete of the required, strength, durability, and workability as economically as
possible, is termed the concrete mix design. The proportioning of ingredient of concrete is governed by the
required performance of concrete in 2 states, namely the plastic and the hardened states. If the plastic concrete is
not workable, it cannot be properly placed and compacted. The property of workability, therefore, becomes of
vital importance.
The compressive strength of hardened concrete which is generally considered to be an index of its
other properties, depends upon many factors, e.g. quality and quantity of cement, water and aggregates; batching
and mixing; placing, compaction and curing. The cost of concrete is made up of the cost of materials, plant and
labour. The variations in the cost of materials arise from the fact that the cement is several times costly than the
aggregate, thus the aim is to produce as lean a mix as possible. From technical point of view the rich mixes may
lead to high shrinkage and cracking in the structural concrete, and to evolution of high heat of hydration in mass
concrete which may cause cracking.
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The actual cost of concrete is related to the cost of materials required for producing a minimum mean
strength called characteristic strength that is specified by the designer of the structure. This depends on the
quality control measures, but there is no doubt that the quality control adds to the cost of concrete. The extent of
quality control is often an economic compromise, and depends on the size and type of job. The cost of labour
depends on the workability of mix, e.g., a concrete mix of inadequate workability may result in a high cost of
labour to obtain a degree of compaction with available equipment.
III. To Find Optimum Polypropylene Fibre Content
This section focuses on the experimental results obtained from each test and analysis of the test results.
The experimental tests were carried out to obtain the mechanical properties and behavior of polymer fibre
reinforced concrete. The comparisons of mechanical properties and behavior include the workability,
compressive strength, tensile strength, flexural strength. Effect of increase in polymer fibre percentage by
volume of cement and at same time reducing the same quantity of cement in the polypropylene fibre reinforced
concrete (PFRC) was studied. Observation for 7, 14 & 28 days curing as well as exposure period were recorded
and presented in the form of tables and graph. While the flexural strength and tensile strength graph were
measured and plotted only for 28 days in curing & exposure conditions. We have defined the specimens which
were exposed to surrounding environment as irregular curing.
3.1 Cube crushing strength results
1. For normal mix M30 and M40 subjected to control curing and Irregular curing conditions (Exposed).
From the above fig. 3.1 ,it can be seen the initial strength of mixes(M30 & M40) have found to be
satisfying the nominal criteria that 7 days strength shall be 1/3rd
of the mix proportion(65% of grade of
concrete), which is been satisfying for both curing & exposed conditions of concrete. As the days of curing
advances a slight drop in strength is observed for both the mixes (M30 & M40). But as the curing reaches to 28
days, the gain in strength is observed which satisfied the target strength. Also it has been observed that M30 mix
under regulated curing conditions shows linear increased in strength as in comparison to other mixes.
Figure3.1: For normal mix M30 and M40
Figure 3.2: For 0.5 % fibre mix M30 & M40 Figure 3.3: For 1 % fibre mix M30 & M40
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Figure3.4: For 1.5 % fibre mix M30 & M40 Figure 3.5: For 2 % fibre mix M30 & M40
From the above graph 3.2, it can be seen that the compressive strength of mixes (M30 & M40) are
satisfying the nominal criteria that 7 days strength shall be 1/3rd
of the mix proportion (65% of concrete grade),
which is been satisfying for both curing & irregular curing conditions of concrete. As the days of curing
advances to 14 days a continuous increase in strength was observed for both the mixes (M30 & M40). But as the
curing reaches to 28 days, the gain in strength was observed to satisfy the target strength. Also it has been
observed that M40 mix under regulated curing conditions shows linear increase in strength as in comparison to
other mixes.
From the above figure 3.3, it can be seen clearly that linear variation in strength gain was observed in
M30 mix for both curing and irregular curing conditions. The strength built up walks hand in hand till the end of
the curing period. Whereas M40 complement each other in the pace of strength built up starting from 7, 14 and
ends at 28 days. The compressive strength of mixes (M30 & M40) was not found to be satisfying the nominal
criteria of 7 days strength for both curing & irregular curing of concrete. As the days of curing & irregular
curing conditions advances to 14 days a slight increase in strength was observed for M40 mix. But for M30 mix
it nearly coincide with each other for curing conditions and irregular curing condition. Also it was observed that
M30 mix under curing conditions and irregular curing condition shows simultaneous linear increase in strength
as in comparison to other mixes. But as the curing reaches to 28 days, the target mean strength was not achieved
by the mixes.
From the figure 3.4, graph plotted for 1.5% mix proportion for both mixes it can be seen clearly that 7
days strength calculated has come out to be lesser as per the 1/3rd
mix proportion criteria . A slight increase in
strength was observed after 14 days curing. But as the period of curing advances a sudden drop in strength was
observed throughout. The compressive strength of M30 mix for irregular curing condition was notice to be
satisfying the nominal criteria for 7 days strength which is 1/3rd
of the mix proportion (65% of concrete grade)
but the curing condition of M30 mixes give abnormal strength. For M40 mix, the 7days strength for curing
condition is less than irregular curing condition. As the days of curing & exposure conditions advances to 14
days a slight increase in strength is observed for M40,but it is found to be little more than irregular curing
condition for M30 grade. But as the curing reaches to 28 days, the gain in strength is observed which satisfies
the target strength. Also it has been observed that M40 mix under regulated curing conditions shows linear
increased in strength as in comparison to other mixes.
From the above figure 3.5, graph plotted for 2% fibre content, it is observed that the initial strength for
7 days was found to be unsatisfactory for some of the mixes (M30), whereas in case of M40 initial strength has
just fulfilled the criteria. For total period of curing the strength gain does not shows a linear variation in both the
mixes (M30 and M40). As the days of curing & irregular curing condition advances to 14 days a slight increase
in strength was observed for irregular curing while curing conditions shows linear increase in strength. In M40,
the curing and irregular curing condition the compressive strength was nearly satisfactory for 28 days.
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3.2 Flexural strength for normal, 0.5%, 1%, 1.5%, 2% fibre mix (M30 & M40) subjected to control
curing and irregular curing conditions for 28 days.
Figure 3.6:.Flexural strength for normal, 0.5%, 1%, 1.5%, 2% fibre mix M30 and M40
From above graph plotted for variation flexural strength of both mixed proportion (M30 & M40) with
respect to varying fibres content (0%, 0.5, 1%, 1.5%, 2%) shows continuous drop of strength after 0.5% fibre
content. Flexural strength has come out to be more only for 0.5% fibre content in both mixes and as the fibres
content are increased the continuous drop was observed for increase fibre content. Hence we may conclude that
the optimum value of fibre content is 0.5% for tensile strength in both mixes. Also the flexural strength of both
mixes (M30 & M40) has found to be satisfying the maximum strength criteria i.e. 0.7√fck for 28 days curing
and irregular condition.
IV. Effects of Curing
For analysing effect of curing Mix M30 and M40are used.
4.1 Compressive strength for normal, 0.5%, 1, %, 1.5%, 2 % fibre mixM30 & M40
Figure 4.1: For normal mix M30 & M40
Figure 4.2: For 0.5 % fibre mix M30 & M40 Figure 4.3: For 1 % fibre mix M30 & M40
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Figure 4.4: For 1.5 % fibre mix M30 & M40 Figure 4.5: For 2 % fibre mix M30 & M40
From the above figure 4.1, it can be seen clearly that initial strength i.e. 7 days strength for both grade
of concrete for curing condition was observed less than irregular curing condition. But at 14 days the strength
for curing condition was observed more than irregular condition. Finally it was seen that i.e. 28 at the maximum
strength was obtained for curing condition. So from this it was concluded that initially for irregular condition the
strength may get more than curing condition but after the 28 days most strength was obtained for curing
condition.
From the above figure 4.2, it can be clearly seen that for 7 days & 14 days strength for both grade of
concrete for curing condition as well as irregular curing condition there is a linear variation in strength. Finally it
was seen that for 28 days the maximum strength was obtained for curing condition for M30 grade of concrete
and also for this volume contain of fiber (0.5%) the greatest compressive strength is obtained.
From the above figure 4.3, it has been seen that the compressive strength for M30 (1%fibre) grade of
concrete at 7, 14 & 28 days for curing condition as well as for irregular curing condition was observed nearly
same. For M40 grade of concrete compressive strength at 28 days for curing condition was more as compare to
the irregular curing condition.
From the above figure 4.4, it has been seen that the compressive strength for M30 (1.5%fibre) grade of
concrete at the 28 days for curing condition is getting more as compared to the irregular curing condition and
also for M40 grade of concrete the compressive strength of curing condition is more than the strength of
irregular curing condition.
From the above figure 4.5, plotted for 2% fibre content, it is observed that the initial strength for 7 days
was found to be unsatisfactory for some of the mixes (M30), whereas in case of M40 initial strength has just
fulfilled the criteria. As the days of curing & irregular curing condition advances to 14 days a slight increase in
strength was observed for irregular curing while curing conditions shows linear increase in strength. In M40, the
curing and irregular curing condition the compressive strength was nearly satisfactory for 28 days.
4.2 Tensile strength for normal, 0.5%, 1, %, 1.5%, 2 % fibre mixM30 & M40
Figure 4.6: Tensile strength for normal, 0.5%, 1, %, 1.5%, 2 % fibre mix M30 & M40
From above bar graph plotted for variation tensile strength of both mixed proportion (M30 & M40)
with respect to varying fibres content (0%, 0.5, 1%, 1.5%, 2%) shows continuous drop of strength after 0.5%
fibre content. Tensile strength has come out to be more only for 0.5% fibre content in both mixes and as the
fibres content are increased the continuous drop was observed for increase fibre content. Hence we may
conclude that the optimum value of fibre content is 0.5% for tensile strength in both mixes.
4.3 Flexural strength for normal, 0.5%, 1%, 1.5%, 2 % fibre mix M30 & M40
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Figure 4.7: Flexural strength for normal, 0.5%, 1%, 1.5%, 2 % fibre mix M30 & M40
From above bar graph plotted for variation flexural strength of both mixed proportion (M30 & M40)
with respect to varying fibres content (0%, 0.5, 1%, 1.5%, 2%) shows continuous drop of strength after 0.5%
fibre content. Flexural strength has come out to be more only for 0.5% fibre content in both mixes and as the
fibres content are increased the continuous drop was observed for increase fibre content. Hence we may
conclude that the optimum value of fibre content is 0.5% for tensile strength in both mixes.
V. Conclusions
From the tests that I have performed I came to the following conclusions:
1. We have done different test on concrete for different conditions like control curing & irregular condition,
from this it has been seen that for the irregular condition initially have more compressive strength than control
curing condition but as the days advances it loses its strength or do not give satisfactory strength as compare to
curing condition . Hence for a better strength we may conclude that the curing is an essential parameter.
2. The polypropylene fibers (PPF) reduce early age shrinkage and moisture loss of the concrete mix even when
low volume fractions of PPF are used.
3. From the result of this research, it was found that the use of fiber in the concrete decreases the workability of
the fresh concrete Evidence of low workability was shown through the results of workability test obtained in
standard slump test. It was concluded that the increasing percentage volume of fiber added into the concrete
would lead the workability decreased. High volume dosage rate above 1.0% showed that the concrete was
significantly stiff and difficult to compact. However it also reduced the bleeding and segregation in the concrete
mixture.
4. It was also seen that the loss in weight and loss/gain in compressive strength of the cube specimens improved
with age. Compressive strength of concrete increases with increase in fiber dosage up to 0.5%, then it starts
decreasing. So the optimum percentage fiber found from research is found out to be 0.5%.
5. In splitting tensile strength test, it was found that tensile strength was significantly improved only for 0.5% of
fiber dosage and as the percentage of fiber volume dosage increases a continues drop of strength was observed.
6. In flexure strength the improvement in the behavior due to the addition of the PPF is the similar to that in
tensile strength. Hence we may conclude that the optimum value of fibre content is 0.5% for both tensile
strength and flexural strength.
7. As per the current demand of construction industry new types of concrete are to be invented, which will
satisfy the problems observed in traditional concrete. In this approach PPFRC will be a good substitute to meet
the present demand of construction industry.
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