This document presents a project report on the effect of time delay in mixing on the mix design of M30 grade concrete. It includes declarations by the students, certificates of authenticity, acknowledgements, an abstract, and lists of figures, symbols and tables. The objectives are to design an M30 grade concrete mix with 100mm slump workability, study the effect of a 1-hour mixing time delay, and test the strength development using admixtures and normal mix designs with OPC cement and mixing periods of 5 minutes and 1 hour. Test results will be presented to analyze the impact of mixing time on compressive strength.
This document presents information about vacuum concrete from a seminar. It introduces vacuum concrete as a technique to remove excess water from concrete to improve strength. It discusses the need for vacuum concrete to balance the contradictory requirements of workability and high strength. The key equipment used includes a vacuum pump, water separator, and filtering pads. Vacuum concrete can increase strength by 25% and is used in industrial floors, bridges, and other infrastructure. While it increases strength and durability, vacuum concrete has higher initial costs and requires specialized equipment and trained labor.
Soil Stabilization by Using Lime and Fly Ashijtsrd
For any type of structure, the foundation is very important and it has to be strong to support the entire structure. In order for the strong foundation, the soil around it plays a very critical role. To work on soils, we need to have proper knowledge about their properties and factors which affect their behaviour. By consolidating under load and changing volumetrically along with seasonal moisture variation, these problems are manifested through swelling, shrinkage and unequal settlement. In this paper the experimental results obtained in the laboratory on expansive soils treated with industrial waste fly ash and lime are presented. A study is carried out to check the improvements in the properties of expansive soil with fly ash and lime in varying percentages. The test results such as liquid limit, standard proctor and differential free swelling test obtained on expansive clays mixed at different proportions of lime and fly ash admixture are presented and discussed in this paper. The results show that the stabilized clay has lesser swelling potential whereas an increase in optimum moisture content has been observed. P. Bala Krishana | G. Seshu Pavan "Soil Stabilization by Using Lime & Fly Ash" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-5 , August 2019, URL: https://www.ijtsrd.com/papers/ijtsrd26442.pdfPaper URL: https://www.ijtsrd.com/engineering/structural-engineering/26442/soil-stabilization-by-using-lime-and-fly-ash/p-bala-krishana
soil stabilization using waste finber by RAJ S PYARArajkumar pyara
The document summarizes an experimental study on using waste plastic to stabilize soil. Key points:
- Tests were conducted on soil and plastic samples to determine properties like specific gravity, particle size distribution, Atterberg limits, and CBR value.
- Samples with varying percentages of mixed plastic (0-2%) were tested to find the optimum mix.
- Results showed that a 1.5% plastic mix achieved the highest CBR value of 5.98, improving strength over the natural soil CBR of 2.87.
- The study concluded that plastic can enhance soil stability up to a certain content but adding more plastic past the optimum amount has detrimental effects.
Vibration method for ground improvement techniqueABHISHEK THAKKAE
This document discusses various ground improvement techniques, including vertical drains, soil nailing, stone columns, vibro compaction, and dynamic compaction. Vertical drains accelerate consolidation by facilitating drainage of pore water through columns of pervious material placed in soil. Soil nailing uses steel tendons drilled and grouted into soil to create a reinforced composite mass. Stone columns form vertical columns of compacted aggregate through problem soils to increase strength and reduce compressibility. Vibro compaction densifies loose sands using vibratory probes to achieve a denser soil structure. Dynamic compaction improves soil by repeatedly dropping heavy weights onto the ground from heights of 40 to 80 feet.
Partial replacement of Fine aggreggate by Copper Slag and Cement by Fly Ashsushendhukc
The document summarizes research on replacing fine aggregate with copper slag and cement with fly ash in concrete. It provides background on copper slag and fly ash, including their composition and how they are produced. It then reviews several previous studies that investigated replacing fine aggregate with copper slag at levels from 5-100% and cement with fly ash at 20-60%. The studies found that compressive, tensile and flexural strength generally increased up to around 40% replacement. The document aims to further study the effects of these replacements on concrete strength and properties.
1. Vacuum concrete involves mixing concrete with high water content to improve workability, then extracting extra water using vacuum dewatering to reduce the water-cement ratio and improve strength and durability.
2. A series of experiments investigated the effects of various factors on the volume of water extracted and the compressive strength distribution within vacuum concrete slabs. Higher slump, lower strength, thicker slabs, and earlier vacuum treatment resulted in more water extracted.
3. Vacuum treatment improved compressive strengths throughout the slab thickness but particularly at upper layers, reducing the strength gradient. Strengths were highest with later vacuum treatment and lower water-cement ratios.
This document discusses steel fiber reinforced concrete (SFRC). SFRC increases the structural integrity of concrete by adding short, discrete steel fibers that are uniformly distributed and randomly oriented. The document outlines the materials used including cement, aggregates, water, and steel fibers. It describes the mix design process and percentages of steel fibers tested. Beams and cubes were cast with the concrete mixtures and cured before testing to determine the compressive and flexural strengths of the SFRC. The results and conclusions are summarized, with references provided.
This document presents information about vacuum concrete from a seminar. It introduces vacuum concrete as a technique to remove excess water from concrete to improve strength. It discusses the need for vacuum concrete to balance the contradictory requirements of workability and high strength. The key equipment used includes a vacuum pump, water separator, and filtering pads. Vacuum concrete can increase strength by 25% and is used in industrial floors, bridges, and other infrastructure. While it increases strength and durability, vacuum concrete has higher initial costs and requires specialized equipment and trained labor.
Soil Stabilization by Using Lime and Fly Ashijtsrd
For any type of structure, the foundation is very important and it has to be strong to support the entire structure. In order for the strong foundation, the soil around it plays a very critical role. To work on soils, we need to have proper knowledge about their properties and factors which affect their behaviour. By consolidating under load and changing volumetrically along with seasonal moisture variation, these problems are manifested through swelling, shrinkage and unequal settlement. In this paper the experimental results obtained in the laboratory on expansive soils treated with industrial waste fly ash and lime are presented. A study is carried out to check the improvements in the properties of expansive soil with fly ash and lime in varying percentages. The test results such as liquid limit, standard proctor and differential free swelling test obtained on expansive clays mixed at different proportions of lime and fly ash admixture are presented and discussed in this paper. The results show that the stabilized clay has lesser swelling potential whereas an increase in optimum moisture content has been observed. P. Bala Krishana | G. Seshu Pavan "Soil Stabilization by Using Lime & Fly Ash" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-3 | Issue-5 , August 2019, URL: https://www.ijtsrd.com/papers/ijtsrd26442.pdfPaper URL: https://www.ijtsrd.com/engineering/structural-engineering/26442/soil-stabilization-by-using-lime-and-fly-ash/p-bala-krishana
soil stabilization using waste finber by RAJ S PYARArajkumar pyara
The document summarizes an experimental study on using waste plastic to stabilize soil. Key points:
- Tests were conducted on soil and plastic samples to determine properties like specific gravity, particle size distribution, Atterberg limits, and CBR value.
- Samples with varying percentages of mixed plastic (0-2%) were tested to find the optimum mix.
- Results showed that a 1.5% plastic mix achieved the highest CBR value of 5.98, improving strength over the natural soil CBR of 2.87.
- The study concluded that plastic can enhance soil stability up to a certain content but adding more plastic past the optimum amount has detrimental effects.
Vibration method for ground improvement techniqueABHISHEK THAKKAE
This document discusses various ground improvement techniques, including vertical drains, soil nailing, stone columns, vibro compaction, and dynamic compaction. Vertical drains accelerate consolidation by facilitating drainage of pore water through columns of pervious material placed in soil. Soil nailing uses steel tendons drilled and grouted into soil to create a reinforced composite mass. Stone columns form vertical columns of compacted aggregate through problem soils to increase strength and reduce compressibility. Vibro compaction densifies loose sands using vibratory probes to achieve a denser soil structure. Dynamic compaction improves soil by repeatedly dropping heavy weights onto the ground from heights of 40 to 80 feet.
Partial replacement of Fine aggreggate by Copper Slag and Cement by Fly Ashsushendhukc
The document summarizes research on replacing fine aggregate with copper slag and cement with fly ash in concrete. It provides background on copper slag and fly ash, including their composition and how they are produced. It then reviews several previous studies that investigated replacing fine aggregate with copper slag at levels from 5-100% and cement with fly ash at 20-60%. The studies found that compressive, tensile and flexural strength generally increased up to around 40% replacement. The document aims to further study the effects of these replacements on concrete strength and properties.
1. Vacuum concrete involves mixing concrete with high water content to improve workability, then extracting extra water using vacuum dewatering to reduce the water-cement ratio and improve strength and durability.
2. A series of experiments investigated the effects of various factors on the volume of water extracted and the compressive strength distribution within vacuum concrete slabs. Higher slump, lower strength, thicker slabs, and earlier vacuum treatment resulted in more water extracted.
3. Vacuum treatment improved compressive strengths throughout the slab thickness but particularly at upper layers, reducing the strength gradient. Strengths were highest with later vacuum treatment and lower water-cement ratios.
This document discusses steel fiber reinforced concrete (SFRC). SFRC increases the structural integrity of concrete by adding short, discrete steel fibers that are uniformly distributed and randomly oriented. The document outlines the materials used including cement, aggregates, water, and steel fibers. It describes the mix design process and percentages of steel fibers tested. Beams and cubes were cast with the concrete mixtures and cured before testing to determine the compressive and flexural strengths of the SFRC. The results and conclusions are summarized, with references provided.
General presentation of under-reamed piles. Mainly for diploma engineers, it is really helpful as its objective, dimensions, usage, etc are shown with proper images. It will really helpful for the basic knowledge of under-reamed piles.
Mini projects for_civil_engineering_(3)_(1) (1) (1)arun naga sai
This document lists 163 potential mini project topics for civil engineering students in their second, third, or fourth year. The topics cover a wide range of areas related to civil engineering, including air and water pollution monitoring, use of industrial waste materials in construction, soil testing and stabilization, traffic studies, structural analysis, and municipal infrastructure design. The mini projects are intended to provide hands-on learning opportunities for students in their undergraduate studies.
1. Concrete repair refers to modifying damaged concrete structures to restore their load-bearing capacity and durability.
2. Common repair techniques include removing damaged concrete and replacing it with new concrete.
3. Shotcreting is a repair method that projects a concrete mixture at high velocity to repair large areas or strengthen structures. It produces a dense, homogeneous material without formwork.
Know the necessity of ground improvement
Understand the various ground improvement techniques available
Select design suitable ground improvement technique for existing soil conditions in the field
This seminar report discusses caisson foundations. Caissons are watertight structures used for deep foundations under water, such as for bridges, piers, and docks. There are three main types - open, box, and pneumatic caissons. Caissons can take various shapes and are used when foundations need to extend below riverbeds or in deep water. Advantages include ability to reach large depths, but difficulties include tilting or sinking during construction. Caisson diseases can affect workers if decompressed too quickly from pressurized conditions.
The document summarizes the working stress design method for reinforced concrete structures. It describes the key assumptions of the method, including that concrete and steel obey Hooke's law, strain is proportional to distance from the neutral axis, and tension in concrete is negligible. The transformed section method is also summarized, where the steel area is replaced by an equivalent concrete area while satisfying compatibility of strains and equilibrium of forces. Several examples are provided to demonstrate calculating stresses in concrete and steel for different beam cross-sections under given loads using the working stress design method.
This document discusses metakaolin, which is produced by calcining kaolin clay between 650-800°C. It has pozzolanic properties and can partially replace cement in high strength concrete. Metakaolin increases the strength and durability of concrete by reacting with calcium hydroxide to produce additional calcium-silicate-hydrate gel. It improves the physical and chemical properties of concrete, leading to applications in infrastructure like bridges, dams, and buildings where high strength and durability are important.
Effect of coconut fibre in concrete and to improve thehsaam hsaam
This document discusses the use of coconut fibre in concrete. Coconut fibre is extracted from the outer shell of coconuts and is one of the most ductile and tough natural fibres. It has high tensile strength and is capable of withstanding strains 4-6 times more than other natural fibres. The objective of the study is to enhance the strength properties of concrete by adding coconut fibre. Different tests will be conducted on fresh and hardened concrete with coconut fibre added at various percentages to determine workability and strength properties. The study will also investigate the effect of incorporating a superplasticizer to improve workability of concrete containing coconut fibre.
High density concrete, high strength concrete and high performance concrete.shebina a
The document discusses high density concrete, its components, types of aggregates used, admixtures, applications, advantages and disadvantages. High density concrete has a density over 2600 kg/m3 and offers greater strength than regular concrete. Its main components are cement, water, aggregates and admixtures. Natural aggregates come from iron ores while man-made aggregates include iron shots, chilcon and synthetic aggregates. Admixtures like water reducers are used to increase workability and reduce cement and water requirements. High density concrete has applications in radiation shielding, precast blocks, bridges and more due to its high strength and durability.
Different types of damages that have been observed in masonry buildings durin...Nitin Kumar
The document summarizes different types of damages observed in masonry buildings during past earthquakes outside and inside India. For earthquakes outside India, it describes damages like through diagonal cracks or X-shaped cracks on walls, horizontal cracks on walls and bearing brick columns, severe damage to stair parts, and damage to non-structural components like parapets and corridor fences. It also discusses damages caused by structural irregularities. For earthquakes in India, it lists failure patterns of masonry structures under categories such as out-of-plane flexural failure, in-plane shear failure, separation of walls at junctions, corner separations, failure of masonry piers, and collapse of wythes.
Polymer concrete is a composite material made by impregnating a conventional concrete with monomers like methyl methacrylate or styrene, then polymerizing them to fill its pores and voids. This reduces porosity and improves strength and durability properties. Three main types are polymer impregnated concrete, polymer cement concrete, and polymer concrete. Polymer impregnated concrete uses precast concrete impregnated with monomer then polymerized. It exhibits higher strength, stiffness, and durability compared to conventional concrete.
This document discusses different grouting methods. It describes permeation grouting where grout is injected to fill voids without disturbing soil grains. Displacement grouting displaces soil grains, including compaction grouting using thick grout to form bulb shapes, and soil fracture grouting using lean grout to form root-like lenses. Jet grouting forms grouted columns by partly replacing and mixing with soil. Permeation grouting is used to form seepage barriers and stabilize tunnels. Displacement-compaction grouting involves high pressure injection of a soil-cement grout mixture to form 0.5-1m bulbous intrusions.
Fiber reinforced concrete application and propertiesFayaz Ahamed A P
The document summarizes the properties and applications of fiber-reinforced concrete (FRC). It states that FRC exhibits slightly higher compressive strength (0-15% increase) and modulus of elasticity (3% increase for each 1% increase in fiber content by volume) compared to plain concrete. The flexural strength, toughness, splitting tensile strength, and impact resistance of FRC are significantly improved compared to plain concrete, increasing by 150-400% with the addition of fibers. Common applications of FRC include runways, aircraft parking, tunnel lining, slope stabilization, dams, hydraulic structures, machine tool frames, and concrete repairs.
The document discusses the advancement of civil engineering from ancient to modern times. It covers topics like tools and materials used, design considerations, subfields of civil engineering, and modern innovations. Ancient civil engineering used simple tools like chains and planes, as well as basic materials like stone and wood. Modern civil engineering utilizes advanced computer modeling, safer working conditions, specialized fields like geotechnical and transportation engineering, and new materials and techniques including green concrete, nanotechnology, and earthquake-resistant structures. The document provides an overview of the evolution of the civil engineering field and areas of focus.
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 document provides an overview of bendable concrete, also known as engineered cementitious composite (ECC). It discusses the development, composition, types, properties, applications, and conclusions regarding ECC. ECC is a mortar-based composite reinforced with short polymer fibers that provides much higher ductility than ordinary Portland cement, with a strain capacity of 3-7% compared to 0.01% for OPC. It uses a low volume of polyvinyl alcohol fibers and has proven to be 50 times more flexible and 40 times lighter than traditional concrete. Applications of ECC include repair of dams and use in seismic-resistant structures like bridges and skyscrapers due to its excellent energy absorption.
This document discusses various types of admixtures used in concrete, including their functions, compositions, and advantages. It defines admixtures as materials other than water, aggregates, cement, and fiber that are added to concrete mixtures to modify properties. The main types of admixtures discussed are air-entraining, water-reducing, superplasticizers, and set-retarding admixtures. Air-entrainers introduce tiny air bubbles that increase durability. Water-reducers and superplasticizers increase workability without increasing water content. Set-retarders delay the initial setting of concrete. The document provides details on the chemical compositions and functioning of different admixture types.
This is the presentation about the Plum concrete which is used under water to make a reservoir. This presentation is related to the Civil Engineering. The visual effect of the presentation can be seen after downloading it.
EXPERIMENTAL INVESTIGATION ON PERFORMANCE OF WHITE TOPPING OVER FLEXIBLE PAVE...IRJET Journal
This document summarizes an experimental investigation on using white topping as a rehabilitation method for flexible pavements. White topping involves placing a layer of plain cement concrete over an existing asphalt pavement. The study aimed to evaluate design methodologies for repairing potholes with white topping layers and compare its performance to bituminous concrete mixes. Materials were tested and a mix design was developed for M40 grade concrete according to codes. Specimens were cast and tested for compressive, split tensile, and flexural strength at various ages. Results showed that white topping improved the lifespan and load bearing capacity of roads compared to bituminous mixes.
AN EXPERIMENTAL STUDY ON PARTIAL REPLACEMENT OF CEMENT WITH GGBS AND RICE HUS...IRJET Journal
This document presents the results of an experimental study on the partial replacement of cement with ground granulated blast furnace slag (GGBS) and rice husk ash (RHA) in concrete. Various tests were conducted to determine the properties of the materials used. Concrete mixes were prepared by replacing cement with 10% GGBS and 10% RHA. The compressive and split tensile strengths of concrete cubes and cylinders were tested at 7, 14, and 28 days. The results showed that the mix with 10% replacement of cement with RHA and 10% GGBS achieved higher strengths compared to the other mixes. Thus, the partial replacement of cement with GGBS and RHA can improve the strength properties of concrete
General presentation of under-reamed piles. Mainly for diploma engineers, it is really helpful as its objective, dimensions, usage, etc are shown with proper images. It will really helpful for the basic knowledge of under-reamed piles.
Mini projects for_civil_engineering_(3)_(1) (1) (1)arun naga sai
This document lists 163 potential mini project topics for civil engineering students in their second, third, or fourth year. The topics cover a wide range of areas related to civil engineering, including air and water pollution monitoring, use of industrial waste materials in construction, soil testing and stabilization, traffic studies, structural analysis, and municipal infrastructure design. The mini projects are intended to provide hands-on learning opportunities for students in their undergraduate studies.
1. Concrete repair refers to modifying damaged concrete structures to restore their load-bearing capacity and durability.
2. Common repair techniques include removing damaged concrete and replacing it with new concrete.
3. Shotcreting is a repair method that projects a concrete mixture at high velocity to repair large areas or strengthen structures. It produces a dense, homogeneous material without formwork.
Know the necessity of ground improvement
Understand the various ground improvement techniques available
Select design suitable ground improvement technique for existing soil conditions in the field
This seminar report discusses caisson foundations. Caissons are watertight structures used for deep foundations under water, such as for bridges, piers, and docks. There are three main types - open, box, and pneumatic caissons. Caissons can take various shapes and are used when foundations need to extend below riverbeds or in deep water. Advantages include ability to reach large depths, but difficulties include tilting or sinking during construction. Caisson diseases can affect workers if decompressed too quickly from pressurized conditions.
The document summarizes the working stress design method for reinforced concrete structures. It describes the key assumptions of the method, including that concrete and steel obey Hooke's law, strain is proportional to distance from the neutral axis, and tension in concrete is negligible. The transformed section method is also summarized, where the steel area is replaced by an equivalent concrete area while satisfying compatibility of strains and equilibrium of forces. Several examples are provided to demonstrate calculating stresses in concrete and steel for different beam cross-sections under given loads using the working stress design method.
This document discusses metakaolin, which is produced by calcining kaolin clay between 650-800°C. It has pozzolanic properties and can partially replace cement in high strength concrete. Metakaolin increases the strength and durability of concrete by reacting with calcium hydroxide to produce additional calcium-silicate-hydrate gel. It improves the physical and chemical properties of concrete, leading to applications in infrastructure like bridges, dams, and buildings where high strength and durability are important.
Effect of coconut fibre in concrete and to improve thehsaam hsaam
This document discusses the use of coconut fibre in concrete. Coconut fibre is extracted from the outer shell of coconuts and is one of the most ductile and tough natural fibres. It has high tensile strength and is capable of withstanding strains 4-6 times more than other natural fibres. The objective of the study is to enhance the strength properties of concrete by adding coconut fibre. Different tests will be conducted on fresh and hardened concrete with coconut fibre added at various percentages to determine workability and strength properties. The study will also investigate the effect of incorporating a superplasticizer to improve workability of concrete containing coconut fibre.
High density concrete, high strength concrete and high performance concrete.shebina a
The document discusses high density concrete, its components, types of aggregates used, admixtures, applications, advantages and disadvantages. High density concrete has a density over 2600 kg/m3 and offers greater strength than regular concrete. Its main components are cement, water, aggregates and admixtures. Natural aggregates come from iron ores while man-made aggregates include iron shots, chilcon and synthetic aggregates. Admixtures like water reducers are used to increase workability and reduce cement and water requirements. High density concrete has applications in radiation shielding, precast blocks, bridges and more due to its high strength and durability.
Different types of damages that have been observed in masonry buildings durin...Nitin Kumar
The document summarizes different types of damages observed in masonry buildings during past earthquakes outside and inside India. For earthquakes outside India, it describes damages like through diagonal cracks or X-shaped cracks on walls, horizontal cracks on walls and bearing brick columns, severe damage to stair parts, and damage to non-structural components like parapets and corridor fences. It also discusses damages caused by structural irregularities. For earthquakes in India, it lists failure patterns of masonry structures under categories such as out-of-plane flexural failure, in-plane shear failure, separation of walls at junctions, corner separations, failure of masonry piers, and collapse of wythes.
Polymer concrete is a composite material made by impregnating a conventional concrete with monomers like methyl methacrylate or styrene, then polymerizing them to fill its pores and voids. This reduces porosity and improves strength and durability properties. Three main types are polymer impregnated concrete, polymer cement concrete, and polymer concrete. Polymer impregnated concrete uses precast concrete impregnated with monomer then polymerized. It exhibits higher strength, stiffness, and durability compared to conventional concrete.
This document discusses different grouting methods. It describes permeation grouting where grout is injected to fill voids without disturbing soil grains. Displacement grouting displaces soil grains, including compaction grouting using thick grout to form bulb shapes, and soil fracture grouting using lean grout to form root-like lenses. Jet grouting forms grouted columns by partly replacing and mixing with soil. Permeation grouting is used to form seepage barriers and stabilize tunnels. Displacement-compaction grouting involves high pressure injection of a soil-cement grout mixture to form 0.5-1m bulbous intrusions.
Fiber reinforced concrete application and propertiesFayaz Ahamed A P
The document summarizes the properties and applications of fiber-reinforced concrete (FRC). It states that FRC exhibits slightly higher compressive strength (0-15% increase) and modulus of elasticity (3% increase for each 1% increase in fiber content by volume) compared to plain concrete. The flexural strength, toughness, splitting tensile strength, and impact resistance of FRC are significantly improved compared to plain concrete, increasing by 150-400% with the addition of fibers. Common applications of FRC include runways, aircraft parking, tunnel lining, slope stabilization, dams, hydraulic structures, machine tool frames, and concrete repairs.
The document discusses the advancement of civil engineering from ancient to modern times. It covers topics like tools and materials used, design considerations, subfields of civil engineering, and modern innovations. Ancient civil engineering used simple tools like chains and planes, as well as basic materials like stone and wood. Modern civil engineering utilizes advanced computer modeling, safer working conditions, specialized fields like geotechnical and transportation engineering, and new materials and techniques including green concrete, nanotechnology, and earthquake-resistant structures. The document provides an overview of the evolution of the civil engineering field and areas of focus.
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 document provides an overview of bendable concrete, also known as engineered cementitious composite (ECC). It discusses the development, composition, types, properties, applications, and conclusions regarding ECC. ECC is a mortar-based composite reinforced with short polymer fibers that provides much higher ductility than ordinary Portland cement, with a strain capacity of 3-7% compared to 0.01% for OPC. It uses a low volume of polyvinyl alcohol fibers and has proven to be 50 times more flexible and 40 times lighter than traditional concrete. Applications of ECC include repair of dams and use in seismic-resistant structures like bridges and skyscrapers due to its excellent energy absorption.
This document discusses various types of admixtures used in concrete, including their functions, compositions, and advantages. It defines admixtures as materials other than water, aggregates, cement, and fiber that are added to concrete mixtures to modify properties. The main types of admixtures discussed are air-entraining, water-reducing, superplasticizers, and set-retarding admixtures. Air-entrainers introduce tiny air bubbles that increase durability. Water-reducers and superplasticizers increase workability without increasing water content. Set-retarders delay the initial setting of concrete. The document provides details on the chemical compositions and functioning of different admixture types.
This is the presentation about the Plum concrete which is used under water to make a reservoir. This presentation is related to the Civil Engineering. The visual effect of the presentation can be seen after downloading it.
EXPERIMENTAL INVESTIGATION ON PERFORMANCE OF WHITE TOPPING OVER FLEXIBLE PAVE...IRJET Journal
This document summarizes an experimental investigation on using white topping as a rehabilitation method for flexible pavements. White topping involves placing a layer of plain cement concrete over an existing asphalt pavement. The study aimed to evaluate design methodologies for repairing potholes with white topping layers and compare its performance to bituminous concrete mixes. Materials were tested and a mix design was developed for M40 grade concrete according to codes. Specimens were cast and tested for compressive, split tensile, and flexural strength at various ages. Results showed that white topping improved the lifespan and load bearing capacity of roads compared to bituminous mixes.
AN EXPERIMENTAL STUDY ON PARTIAL REPLACEMENT OF CEMENT WITH GGBS AND RICE HUS...IRJET Journal
This document presents the results of an experimental study on the partial replacement of cement with ground granulated blast furnace slag (GGBS) and rice husk ash (RHA) in concrete. Various tests were conducted to determine the properties of the materials used. Concrete mixes were prepared by replacing cement with 10% GGBS and 10% RHA. The compressive and split tensile strengths of concrete cubes and cylinders were tested at 7, 14, and 28 days. The results showed that the mix with 10% replacement of cement with RHA and 10% GGBS achieved higher strengths compared to the other mixes. Thus, the partial replacement of cement with GGBS and RHA can improve the strength properties of concrete
I. The internship report summarizes the tasks and skills developed during an internship at RS Constructions Pvt. Ltd. Activities included site marking, formwork, reinforcement, concreting, masonry, and other construction works.
II. Key tasks involved marking columns locations, digging foundations, formwork for slabs and beams, reinforcement according to design, batching, mixing, transporting, compacting, and curing concrete. Tests were conducted on concrete slump, compression, and formwork materials.
III. The intern gained practical experience and confidence in implementing construction plans and dealing with field challenges. The internship helped bridge theoretical and practical knowledge of the construction process.
IRJET- Critical Analysis of Properties of Ready Mix Concrete with Site Mix...IRJET Journal
This document analyzes and compares the properties of ready mix concrete (RMC) and site mixed concrete (also called hand mixed concrete or in-situ concrete) used in the construction of a smart road project in Bhopal, India. The study tested the workability and compressive strength of different grades of concrete from RMC and site mixing. The results were analyzed to determine any deviations between the two concretes and ensure the quality of concrete used met standards. The properties of materials used - cement, fine aggregate, coarse aggregate - were also examined. The methodology of the study involved testing ingredients, designing mixes, preparing and curing samples, and analyzing test results to draw conclusions.
This document is a report submitted for a bachelor's degree in civil engineering. It discusses self-compacting concrete (SCC), including acknowledging help from supervisors and faculty. The document contains chapters that will cover SCC literature, materials used, mix design, experimental procedures, results, further work, disadvantages, photographs, and conclusions. Tables and figures are listed that will be included to illustrate test methods and results from studying SCC.
Project Report on Concrete Mix Design of Grade M35Gyan Prakash
This document provides a project report on the concrete mix design for grade M-35 concrete. It includes an introduction to concrete mix design objectives and considerations. It then describes the Indian Standard method for mix design in six steps: 1) selecting target compressive strength, 2) selecting water-cement ratio, 3) estimating air content, 4) selecting water content and fine-coarse aggregate ratio, 5) calculating cement content, and 6) calculating aggregate content. The report also includes test results for materials and mixes.
WASTE MATERIALS USED IN CONCRETE TECHNOLOGYIRJET Journal
This document discusses research into using waste materials like rubber tire chips as a partial replacement for coarse aggregates in concrete. The study aimed to produce M20 grade concrete by replacing coarse aggregates with 0%, 10%, 20%, and 30% rubber chips by volume. 48 concrete cubes were cast and tested for compressive strength at 14 and 28 days. Results showed a 14% increase in compressive strength at 10% replacement but decreases at higher replacements due to poor bonding between rubber and cement. Density also decreased by around 11% with rubber, while workability was reduced for all rubber mixes. The research concludes that partial coarse aggregate replacement with rubber chips in concrete is possible while maintaining strength.
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.
Increasing the strength of cement by the use of natural materialsvandalv526
This document provides details about a project that aims to study the properties of concrete with partial replacement of coarse aggregates by coconut shells. It discusses the introduction, problem statement, literature review, objectives, methodology, tests to be conducted, material requirements, test results, budget, equipment availability, work plan and expected outcomes. The project involves casting concrete cubes with different percentages of coconut shell replacement, conducting compressive strength and other tests, and analyzing the results to evaluate if coconut shell concrete can achieve sufficient strength for construction applications.
IRJET - Experimental Study of Cement And Fly Ash with Poly Propylene FiberIRJET Journal
This document summarizes an experimental study on the use of fly ash and polypropylene fibers in concrete. Concrete samples were created with varying percentages of cement replaced by fly ash (0-40%) and varying percentages of polypropylene fibers added (0.1-0.4%). The samples were then tested to determine their compressive strength at various ages (3, 7, 14, 28 days). The results showed that compressive strength generally increased with the addition of up to 0.3% polypropylene fibers. Compressive strength also initially decreased but then increased again with the partial replacement of cement with fly ash, up to 30% fly ash. The maximum compressive strength of 36.63 MP
Effect of Limewater on the Properties of Binary Blended Cementitious CompositeIRJET Journal
This document studied the effect of limewater on the properties of cement mixtures containing silica fume. Tests were conducted on cement mixtures with 0-50% replacement of cement with silica fume, and mixing with either water or saturated limewater. Using limewater increased both initial and final setting times compared to water. Compressive strength, tensile strength, and flexural strength were highest with 30% silica fume replacement and limewater mixing, showing increases of 34.7%, 60.96%, and 46.91% respectively over the control mixture without silica fume or limewater at 28 days. In conclusion, limewater improved the mechanical properties of cement mixtures with 30% silica fume replacement.
IRJET- Interpretation of Compressive Strength in Concrete Cube and CylinderIRJET Journal
This document presents a study on interpreting the compressive strength of concrete cubes and cylinders using destructive and non-destructive testing methods. Concrete cubes and cylinders of varying grades (M20, M25, M30, M40) were tested at 28 days using compressive testing (destructive) as well as rebound hammer and ultrasonic pulse velocity (non-destructive) tests. The results found that the average compressive strengths from cubes were higher than cylinders. Regression analysis was used to develop relationships between the different test methods. Equations relating compressive strength to rebound number and pulse velocity were developed for both cubes and cylinders.
IRJET - Experimental Investigation on Plasticizing Agent in ConcreteIRJET Journal
The study investigated the effects of replacing cement with molasses in concrete. Molasses is a byproduct of sugar production that can serve as a plasticizing agent in concrete. Concrete cubes and cylinders were cast using 0%, 0.8%, and 0.9% molasses replacement by weight of cement. The specimens were tested for compressive strength, flexural strength, and split tensile strength at 7, 14, and 28 days. The results showed that up to 0.9% molasses replacement increased the strengths of the concrete over time compared to the 0% replacement mix. Additionally, workability of the fresh concrete decreased with higher molasses content due to its water-reducing effects. Therefore, molasses can effectively be
EXPERIMENTAL INVESTIGATION ON BEHAVIOUR OF NANO CONCRETEIAEME Publication
The influence of Nano-Silica on various properties of concrete is obtained by replacing the cement with various percentages of Nano-Silica. Nano-Silica is used as a partial replacement for cement in the range of 2.5%, 3%, and 3.5% for M25 mix. Specimens are casted using Nano-Silica concrete. Laboratory tests were conducted to determine the compressive strength, split tensile and flexural strength of Nano-Silica concrete at the age of 7 and 28 days. Results indicate that the concrete, by using Nano-Silica powder, was able to increase its compressive strength. However, the density is reduced compared to standard mix of concrete. The replacement of cement with 3% Nano-Silica results in higher strength and reduction in the permeability than the controlled concrete. The replacement of cement with Nano-Silica more than 3% results in the reduction of various properties of Nano-Silica concrete.
This document discusses a study on the use of sawdust as a partial replacement for sand in concrete. Sawdust was used to replace 10%, 20%, and 30% of the sand by weight in M20 grade concrete mixes. Concrete cubes were cast and tested for compressive strength at 7 and 28 days. The results showed that concrete with a 30% replacement of sand with sawdust achieved compressive strengths of 12.6 MPa at 7 days and 18.7 MPa at 28 days, meeting the target strength for M20 concrete. Using sawdust as a partial replacement for sand up to 30% was found to be feasible for concrete production while providing an economical and environmentally friendly use of sawdust
A Study of Micro-Silica as a Partial Replacement of Cement in ConcreteIRJET Journal
This document presents a study on using micro-silica as a partial replacement for cement in concrete. Micro-silica, also known as silica fume or condensed silica fume, is a byproduct of silicon and ferrosilicon alloy production. It is an ultra-fine powder that can fill spaces in concrete and improve its strength and durability. The study involves concrete mix designs with 5%, 10%, and 15% micro-silica replacements by mass of cement for M25, M30, and M35 grade concretes. The compressive strengths of the mixes are tested at 7, 14, and 28 days. The results show that concrete strength generally increases with up to 10-15% micro
Micro Silica as Partial Replacement of Cement in ConcreteIRJET Journal
This document summarizes a study on using micro silica as a partial replacement for cement in concrete. Researchers partially replaced cement with micro silica at levels of 5-15% by weight in increments of 2.5% to test the compressive, splitting tensile, and flexural strengths of cubes, cylinders, and beams. The results showed that compressive strength peaked at a 12.5% replacement level. Both splitting tensile and flexural strengths also increased as the micro silica level increased, reaching their highest points at 12.5% replacement. The study concluded that micro silica can improve the strength properties of concrete, with an optimal replacement level of 12.5% cement.
This document provides a project report on the construction of the Kassia Residential Building. It discusses the various components of the building including the substructure (foundation and basement retaining wall) and superstructure (roof, parapet, lintels, slabs, beams, columns, walls, floors, and stair). It describes the site execution, supervision, and monitoring of construction activities like brick masonry work, column construction, stair construction, and beam and slab construction. It also discusses the materials and equipment used on site such as cement, aggregates, bricks, reinforcement, water, concrete mixers, and compactors. The report aims to document the knowledge and experience gained during the internship period.
Effect of Partial Replacement of Cement by Fly Ash and Metakaolin on Concrete...IRJET Journal
This study investigated the effects of partially replacing cement with fly ash and metakaolin, and using manufactured sand (M-sand) instead of river sand on the compressive and split tensile strengths of concrete. Several concrete mixes were tested with cement replaced at 15% with metakaolin and fly ash at 5%, 10%, 15% and 20%. The results showed improvements in strength properties compared to a control mix. Compressive strength was found to increase with greater percentages of metakaolin and fly ash replacement. The study concluded that using metakaolin and fly ash as partial replacements for cement can enhance concrete strength while reducing costs and environmental impacts.
Similar to Effect of time delay in mixing on mix design of m30 grade concrete. (20)
A SYSTEMATIC RISK ASSESSMENT APPROACH FOR SECURING THE SMART IRRIGATION SYSTEMSIJNSA Journal
The smart irrigation system represents an innovative approach to optimize water usage in agricultural and landscaping practices. The integration of cutting-edge technologies, including sensors, actuators, and data analysis, empowers this system to provide accurate monitoring and control of irrigation processes by leveraging real-time environmental conditions. The main objective of a smart irrigation system is to optimize water efficiency, minimize expenses, and foster the adoption of sustainable water management methods. This paper conducts a systematic risk assessment by exploring the key components/assets and their functionalities in the smart irrigation system. The crucial role of sensors in gathering data on soil moisture, weather patterns, and plant well-being is emphasized in this system. These sensors enable intelligent decision-making in irrigation scheduling and water distribution, leading to enhanced water efficiency and sustainable water management practices. Actuators enable automated control of irrigation devices, ensuring precise and targeted water delivery to plants. Additionally, the paper addresses the potential threat and vulnerabilities associated with smart irrigation systems. It discusses limitations of the system, such as power constraints and computational capabilities, and calculates the potential security risks. The paper suggests possible risk treatment methods for effective secure system operation. In conclusion, the paper emphasizes the significant benefits of implementing smart irrigation systems, including improved water conservation, increased crop yield, and reduced environmental impact. Additionally, based on the security analysis conducted, the paper recommends the implementation of countermeasures and security approaches to address vulnerabilities and ensure the integrity and reliability of the system. By incorporating these measures, smart irrigation technology can revolutionize water management practices in agriculture, promoting sustainability, resource efficiency, and safeguarding against potential security threats.
Introduction- e - waste – definition - sources of e-waste– hazardous substances in e-waste - effects of e-waste on environment and human health- need for e-waste management– e-waste handling rules - waste minimization techniques for managing e-waste – recycling of e-waste - disposal treatment methods of e- waste – mechanism of extraction of precious metal from leaching solution-global Scenario of E-waste – E-waste in India- case studies.
International Conference on NLP, Artificial Intelligence, Machine Learning an...gerogepatton
International Conference on NLP, Artificial Intelligence, Machine Learning and Applications (NLAIM 2024) offers a premier global platform for exchanging insights and findings in the theory, methodology, and applications of NLP, Artificial Intelligence, Machine Learning, and their applications. The conference seeks substantial contributions across all key domains of NLP, Artificial Intelligence, Machine Learning, and their practical applications, aiming to foster both theoretical advancements and real-world implementations. With a focus on facilitating collaboration between researchers and practitioners from academia and industry, the conference serves as a nexus for sharing the latest developments in the field.
Batteries -Introduction – Types of Batteries – discharging and charging of battery - characteristics of battery –battery rating- various tests on battery- – Primary battery: silver button cell- Secondary battery :Ni-Cd battery-modern battery: lithium ion battery-maintenance of batteries-choices of batteries for electric vehicle applications.
Fuel Cells: Introduction- importance and classification of fuel cells - description, principle, components, applications of fuel cells: H2-O2 fuel cell, alkaline fuel cell, molten carbonate fuel cell and direct methanol fuel cells.
A review on techniques and modelling methodologies used for checking electrom...nooriasukmaningtyas
The proper function of the integrated circuit (IC) in an inhibiting electromagnetic environment has always been a serious concern throughout the decades of revolution in the world of electronics, from disjunct devices to today’s integrated circuit technology, where billions of transistors are combined on a single chip. The automotive industry and smart vehicles in particular, are confronting design issues such as being prone to electromagnetic interference (EMI). Electronic control devices calculate incorrect outputs because of EMI and sensors give misleading values which can prove fatal in case of automotives. In this paper, the authors have non exhaustively tried to review research work concerned with the investigation of EMI in ICs and prediction of this EMI using various modelling methodologies and measurement setups.
DEEP LEARNING FOR SMART GRID INTRUSION DETECTION: A HYBRID CNN-LSTM-BASED MODELgerogepatton
As digital technology becomes more deeply embedded in power systems, protecting the communication
networks of Smart Grids (SG) has emerged as a critical concern. Distributed Network Protocol 3 (DNP3)
represents a multi-tiered application layer protocol extensively utilized in Supervisory Control and Data
Acquisition (SCADA)-based smart grids to facilitate real-time data gathering and control functionalities.
Robust Intrusion Detection Systems (IDS) are necessary for early threat detection and mitigation because
of the interconnection of these networks, which makes them vulnerable to a variety of cyberattacks. To
solve this issue, this paper develops a hybrid Deep Learning (DL) model specifically designed for intrusion
detection in smart grids. The proposed approach is a combination of the Convolutional Neural Network
(CNN) and the Long-Short-Term Memory algorithms (LSTM). We employed a recent intrusion detection
dataset (DNP3), which focuses on unauthorized commands and Denial of Service (DoS) cyberattacks, to
train and test our model. The results of our experiments show that our CNN-LSTM method is much better
at finding smart grid intrusions than other deep learning algorithms used for classification. In addition,
our proposed approach improves accuracy, precision, recall, and F1 score, achieving a high detection
accuracy rate of 99.50%.
Using recycled concrete aggregates (RCA) for pavements is crucial to achieving sustainability. Implementing RCA for new pavement can minimize carbon footprint, conserve natural resources, reduce harmful emissions, and lower life cycle costs. Compared to natural aggregate (NA), RCA pavement has fewer comprehensive studies and sustainability assessments.
Harnessing WebAssembly for Real-time Stateless Streaming PipelinesChristina Lin
Traditionally, dealing with real-time data pipelines has involved significant overhead, even for straightforward tasks like data transformation or masking. However, in this talk, we’ll venture into the dynamic realm of WebAssembly (WASM) and discover how it can revolutionize the creation of stateless streaming pipelines within a Kafka (Redpanda) broker. These pipelines are adept at managing low-latency, high-data-volume scenarios.
Using recycled concrete aggregates (RCA) for pavements is crucial to achieving sustainability. Implementing RCA for new pavement can minimize carbon footprint, conserve natural resources, reduce harmful emissions, and lower life cycle costs. Compared to natural aggregate (NA), RCA pavement has fewer comprehensive studies and sustainability assessments.
New techniques for characterising damage in rock slopes.pdf
Effect of time delay in mixing on mix design of m30 grade concrete.
1. EFFECT OF TIME DELAY IN MIXING ON MIX DESIGN
OF M 30 GRADE CONCRETE
A Project Report submitted in
Partial fulfillment of requirements for the degree of
Bachelor of Technology
In
Civil Engineering
By
Nitish Raj Rai (201918511)
Bhupesh Adhikari (201918508)
Pangkaj Khanal (201918507)
Under the supervision of
Mr. TAMAL GHOSH
Assistant Professor
DEPARTMENT OF CIVIL ENGINEERING
SIKKIM MANIPAL INSTITUTE OF TECHNOLOGY
(A constituent college of Sikkim Manipal University)
June, 2022
2. 1
DECLARATION
We, the undersigned, hereby declare that the work recorded in this project report entitled “Effect
of time delay in mixing on mix design of M 30 grade concrete” in partial fulfillment for the
requirements of award of B. Tech (CE) from Sikkim Manipal Institute of Technology (A
constituent college of Sikkim Manipal University) is a faithful and bona fide project work carried
out at “Sikkim Manipal Institute of Technology” under the supervision and guidance of Mr. Tamal
Ghosh of Sikkim Manipal Institute of Technology.
The results of this investigation reported in this project have so far not been reported for any other
Degree / Diploma or any other technical forum.
The assistance and help received during the course of the investigation have been duly
acknowledged.
Name of Student-Nitish Raj Rai (Reg 201918511)
Name of Student-Bhupesh Adhikari (Reg 201918508)
Name of Student-Pangkaj Khanal (Reg 201918507)
3. 2
BONA FIDE CERTIFICATE
This is to certify that the project titled “EFFECT OF TIME DELAY IN MIXING ON
MIX DESIGN OF M 30 GRADE CONCRETE” is a bona fide record of the work done
jointly by
Mr. NITISH RAJ RAI (201918511)
Mr. BHUPESH ADHIKARI (201918508)
Mr. PANGKAJ KHANAL (201918507)
of Civil Engineering Department of SIKKIM MANIPAL INSTITUTE OF
TECHNOLOGY, MAJHITAR in partial fulfillment of the requirements for the award of
Bachelor of Technology in Civil Engineering.
Signature of the Supervisor
Department of Civil Engineering
Sikkim Manipal Institute of Technology
Signature of HOD
Department of Civil Engineering
Sikkim Manipal Institute of Technology
Major Project Viva held on:13th
June 2022
Signature of Dept. Project Coordinator Signature of External Examiner
4. 3
ACKNOWLEDGEMENT
We would like to convey a heartily gratitude to our project guide Mr. Tamal Ghosh (Assistant
Professor) for the consent support and guidance in our project. We are also grateful for the support
and ideas provided by our senior students.
We would like to thank Dr. Chandrashekhar Bhuiyan(HOD) for giving us the opportunity to work
and present our project work.
The success and final outcome of this project required a lot of guidance and assistance from many
teachers and we are extremely fortunate to have all this along with the completion of our project
work. We are highly indebted to Sir Tamal Ghosh for the guidance and constant supervision as
well as providing necessary information about this project.
We own our profound gratitude to all our teachers who have been our constant support for making
this project a successful one. We also thank all the lab technicians and staff of Sikkim Manipal
Institute of Technology who helped us in the completion of our project work.
5. 4
ABSTRACT
In the report, a brief analysis about the time delaying effect in concrete mix design for M30 grade
has been observed. The test was performed by using Ramco OPC 53 grade cement. Also results
for specific gravity of fine and coarse aggregates simultaneously, the zones of aggregates were
computed. A trial was conducted for mixing periods of 5 minutes and 1 hour. A collapse slump is
observed in the first trial because it was a highly workable mix. A true slump was achieved in the
second and third trial. The strength for the first trial was not achieved due to an increase in the
water-cement ratio. We obtained the target strength for M 30 grade of concrete for 28 days in the
second and third trial. The theory listed in this report along with the numerical can be continued
for further research’s.
6. 5
LIST OF FIGURES
SL
NO.
NAME OF FIGURE PAGE
NO.
1 Empty pycnometer(W1) 20
2 Pycnometer + sand(W2) 20
3 Pycnometer + sand + water(W3) 20
4 Pycnometer + water(W4) 20
5 Empty pycnometer(W1) 22
6 Pycnometer + aggregate(W2) 22
7 Water + W2(W3) 22
8 Pycnometer + water(W4) 22
9 Sieves for fine aggregate 24
10 Sieves for coarse aggregates 25
11 Coarse aggregates 25
12 Types of slump 43
13 Freshly casted cubes 46
14 Cubes after test 46
7. 6
LIST OF SYMBOLS
Abbreviation Meaning
fck Characteristic compressive strength
K Statistical constant
s Standard deviation
m3 Meter cube
mm2 Millimeter square
kN Kilo Newton
kg kilogram
g Specific gravity
% Percentage
mm Millimeter
8. 7
LIST OF TABLES
SL
NO.
NAME OF TABLE PAGE
NO.
1 Specific gravity of the specimen on different condition 18
2 Specific gravity of sand on different condition 19
3 Average specific gravity of coarse aggregate on different condition 21
4 Sieve analysis of fine aggregate on different condition 23
5 Sieve analysis of coarse aggregate on different condition 24
6 Stipulation for proportioning 29
7 Test data for material 30
8 Mix proportioning formulation and important clauses 30
9 Mix Proportion for the first trial( After all the necessary adjustment) 31
10 Test Results 31
11 Stipulation for proportioning 35
12 Test data for material 36
13 Mix proportioning formulation and important clauses 36
14 Mix Proportion for the first trial( After all the necessary adjustment) 37
15 Test Results 37
16 Stipulation for proportioning 40
17 Test data for material 41
18 Mix proportioning formulation and important clauses 41
9. 8
19 Mix Proportion for the first trial( After all the necessary adjustment) 42
20 Test Results 42
21 Test results for 1st
trial 47
22 Test results for 2nd trial 48
23 Test results for 3rd trial 48
10. 9
TABLE OF CONTENTS
CHAPTERS PAGE NO.
Declaration by student 1
Certificate by supervisor 2
Acknowledgement 3
Abstract 4
List of figures 5
List of symbols 6
List of table 7-8
01. INTRODUCTION 11
1.1 General 11
1.2 Scope of present work 11
1.3 Objective of present work 12
02. LITERATURE REVIEW 13
2.1 Overview 13
2.2 Concrete mix design as per IS 10262:2019 13
2.3 Chetan Isal, Swati Ambedkar; Study of various grade of concrete
with and without admixture, International journal for research in
applied science and engineering technology, 2020
13
2.4 Venu Malagavelli, Neelkanteswara Rao Paturu; strength and
workability characteristics of concrete by using different super
plasticizer, International journal of materials engineering, 7-11-
2012
14
03. METHODOLOGY 15
3.1 Concrete mix design 15
3.2 Factors to be considered for mix design 15-16
3.3 Requirements of concrete mix design 16
3.4 Factors affecting choice of mix proportion 16-17
3.5 Procedure for concrete mix design 17
11. 10
3.6 Test for specific gravity of cement 18
3.7 Test for specific gravity of fine aggregate 19-20
3.8 Test for specific gravity of coarse aggregate 21-22
3.9 Sieve analysis of fine aggregate 23-24
3.10 Sieve analysis of coarse aggregate 24-25
3.11 Design calculation of M 30 using OPC with 5 min mixing 26-31
3.12 Design calculation of M 30 using OPC with 1 hr mixing 32-37
3.13 Design calculation of M 30 using OPC with 5 min mixing 38-42
3.14 Procedure of slump test for M 30 grade concrete 43
3.15 Procedure for M 30 with 5 min of mixing time 43-44
3.16 Procedure for M 30 with 1 hour of mixing time 44
3.17 Concrete cube casting procedure 45-46
04. RESULT 47-48
05. CONCLUSION 49
REFERENCES 50
12. 11
CHAPTER
1
INTRODUCTION
1.1GENERAL
Concrete mix design comprises of selection of different ingredients of concrete with relative
amounts such that the concrete produces the desired strength, workability and durability with
economic considerations. The two stages namely the plastic and the hardened stage governs the
performance of proportioned ingredients of concrete. The concrete cannot be properly placed and
compacted if the concrete in the plastic stage doesn’t have the proper workability. Therefore,
workability of concrete plays a vital role in concrete mix design.
The compressive strength of hardened concrete is depended upon number of factors like, water
cement ratio, quality of cement, shape and size of aggregates, batching, mixing, placing,
compaction and curing. The cost of concrete is dependent upon cost of material and labour. The
cost of cement make up a major component of concrete which leads to production of a lean mix
of concrete. Also considering the use of a rich mix can lead to a highly shrinkable concrete and
cracks may be develop in the structure due to increased heat of hydration in the concrete.
One of the major factors considering concrete is the cost. Therefore, the cost of the material
required for production of minimum mean strength of concrete is termed characteristic strength
for the structure. The concrete depends on the quantity control but this factors also increases the
cost of concrete. Economically, the extent of quality control is compromised depending on the
type and scale of the construction work. The workability of the concrete mix is directly
proportional to the cost of labour.
1.2 SCOPE OF PRESENT WORK
The area of work that has been foreseen in this project is the study of strength of compacting
strength of concrete with the use of the aggregates easily available in this area. Focus has been
given only upon the general strength development of concrete mix design.
13. 12
1.3 OBJECTIVE OF PRESENT WORK
➢ To design the M30 grade of concrete targeting 100mm slump workability.
➢ To visualize the effect of 1hour time delay during mixing in the mix design.
➢ Concrete mix design of M30 grade concrete (M30 has been selected because through a
general study it has been found out that M30 mixes are generally used in the Sikkim
region).
➢ Test of development of strength by the use of admixture, along with normal design mix of
M30 grade concrete has been conducted using ordinary portland cement 53 grade.
➢ Test for ordinary portland cement the mixing periods for 5 minutes in the first trial and
third trial and 1 hour for the second trial has been conducted taking consideration for
transportation of the concrete.
➢ Taking the various design mixes for the respective strengths developed in 7 days, 14 days
and 28 days the results have been achieved.
14. 13
CHAPTER
2
LITERATURE REVIEW
2.1 OVERVIEW
This chapter deals with various research works done on concrete mix design and the effects of
admixture for achieving target strength at short span of time.
2.2 CONCRETE MIX DESIGN AS PER IS 10262:2019
The Indian standard code IS 10262:2019 presents guidelines for a design for a normal concrete.
The basic assumptions taken in the concrete design is that compressive strength of concrete is
influenced by water-cement ratio. In this method water-cement ratio is dependent upon a grade of
concrete and type of exposure. Water content selected on the basis of nominal coarse size aggregate
and slump. And the volume of coarse aggregate depends on the zone of fine aggregate as per IS
383.
2.3 CHETAN ISAL, SWATI AMBEDKAR; STUDY OF VARIOUS GRADE
OF CONCRETE WITH AND WITHOUT ADMIXTURE, INTERNATIONAL
JOURNAL FOR RESEARCH IN APPLIED SCIENCE AND ENGINEERING
TECHNOLOGY, 2020
The ingredient of concrete are mixed in different proportions, either by volume or by weight, the
latter being more precise and scientific. Volume batching of concrete is not allowed by revised IS
456:2000 today and the common method of expressing the proportion of ingredients in concrete
mix is in the form of parts or ratio of cement. The fine aggregate and coarse aggregate cement
being taken as unity. Cubes are cured alternate wetting and drying condition(partially curing)
average compressive strength of cube 30.60N/mm2
.Which is approximately 60% of the targeted
compressive strength. Therefore if the curing is not carried out in site, the grade of concrete used
is M 30 then the actual strength obtained at site.
15. 14
2.4 VENU MALAGAVELLI, NEELKANTESWARA RAO PATURU;
STRENGTH AND WORKABILITY CHARACTERISTICS OF CONCRETE
BY USING DIFFERENT SUPER PLASTICIZER, INTERNATIONAL
JOURNAL OF MATERIALS ENGINEERING, 7-11-2012
Concrete is a composite material made with cement aggregates, admixture and water comprises in
quantity the largest of all man-made material. Although aggregates make up 3/4th
of the volume
of concrete, the active constituent of concrete is cement paste. The properties and performance of
concrete is determined by the properties of the cement paste. Super-platicizer in concrete confer
some beneficial effect such as acceleration, retardation, air entrainment, water reduction, plasticity,
etc and these affect are due to their action on cement. In the present experimental investigation M
30 concrete is used as control mixer with four different plasticizer namely, Sulphonated
Napthalene Polymer(SNP1), SNP2, SNP3 and SNP4. The strength of modified concrete is
compared with normal concrete i.e. concrete without super-plasticizer. The results show that
significant improvement in the strength and workability of modified concrete.
16. 15
CHAPTER
3
METHODOLOGY
3.1 CONCRETE MIX DESIGN
The concrete mix design means selecting well suited materials for producing good quality concrete
and finding out their relative quantities
Different types of concrete mixes,
Nominal mix: Nominal mix comprises of mix proportion of the cement, sand and admixtures . In
nominal mix constituents of concrete are mixed on the basis of their volume.
Standard mix: The result for an under or over-rich mix of concrete is governed by the strength of
varying nominal mixes of fixed cement-aggregate ratio(by volume).
Design mix: The designer manipulates the performance of the concrete mix and the producer
determines the mix proportion of the concrete mix, with the exception of the minimum required
cement content is used. This is the most proper discipline required for the distinction of the mix
proportions along with certain materials that possesses varying unique characteristics.
According to IS 456:2000 Target mean strength:
where,
fck= Characteristic compressive strength at 28 days and, S= Standard deviation
3.2 FACTORS TO BE CONSIDERED FOR MIX DESIGN
1. The designated grade of concrete determines the characteristic strength required for concrete.
2. The compressive strength of concrete obtained is directly governed by the type of cement used.
3. The size of aggregates to be used for design should be within the limit provided by IS 456-
2000.
17. 16
4. The quantity of cement to be used should be of proper proportion to avoid creep, shrinkage
and cracking.
5. A workable concrete to achieve good placing and compaction is also dependent on the size
and shape of the section, quantity and spacing of reinforcement and technique for placing and
compaction.
3.3 REQUIREMENTS OF CONCRETE MIX DESIGN
1. For a structure, the minimum compressive strength of the concrete is required.
2. A workable concrete is necessary to have a good compaction through the help of compacting
equipment.
3. For particular site condition water cement ratio should be such that it must give adequate
workability
4. Maximum cement content to avoid shrinkage, cracking due to temperature cycle in mass
concrete.
5. To avoid shrinkage and cracking in mass concreting due to temperature variation the cement
content should be maximum.
3.4 FACTORS AFFECTING CHOICE OF MIX PROPORTION:
1. Compressive strength
The mean compressive strength determines the nominal water-cement ratio of the mix at 28 days.
Some more factors affecting the strength of concrete at a given age and cured at a prescribed
temperature is degree of compaction.
2. Workability
Workability is dependent upon three factors namely, the size of the section to be concreted, the
amount of reinforcement, and the method of compaction. The narrow and complicated section with
numerous corners and inaccessible parts, the concrete must have a high workability because full
compaction can be achieved with reasonable amount of effort.
3. Durability
Durability of concrete is defined as how much resistance can be offered to aggressive environmental
conditions. A high strength concrete is more durable than low strength concrete. In these situations,
the high strength is not necessary but the conditions of exposure conditions affecting high durability
is vital, the requirement of durability determines the water-cement ratio.
18. 17
4. Maximum nominal size of aggregate
For small cement requirement the greater is the maximum size of aggregate for a particular water-
cement ratio since the workability of concrete increases with the increase in maximum size of the
aggregate. However, the compressive strength tends to increase with the decrease in size of
aggregate.
IS 456:2000 and IS 1343:1980 recommend that the nominal size of the aggregate should be as large
as possible.
5. Grading and type of aggregate
The water-cement ratio and the workability is influenced by the grading of aggregates. A lean mix
can be acquired by having coarser graded aggregates. In order to make a good mix, lean mix of
increased percentile is not very desirable because there is insufficient fine materials which makes
the concrete cohesive. For a good aggregate-cement ratio of desired workability and water cement
ratio, the type of aggregate play an important role. The uniformity of grading of aggregates is
formed by mixing different sizes of aggregates. Therefore, uniformly graded aggregates form an
important component.
6. Quality Control
Quality control refers to how properly construction work is carried out in varying working
conditions. Through the variation in test results, the quality control can be estimated statically. The
cement content required for the mix will be lower if there is a low difference between the mean
and minimum strength of the mix. The factor that comprises of all these characteristics is known
as quality control.
3.5 PROCEDURE FOR CONCRETE MIX DESIGN
Before performing the design calculations we have to perform the following standard tests.
1. Test for specific gravity of cement (OPC 53 grade).
2. Test for specific gravity of fine aggregates.
3. Test for specific gravity of coarse aggregates.
4. Sieve analysis of Coarse aggregates and fine aggregates.
19. 18
3.6 TEST FOR SPECIFIC GRAVITY OF CEMENT
Apparatus: Le-Chatelier Flask, weighing balance, glass rod.
Materials required : Cement, Kerosene.
Procedure: Take the weight of dry specific gravity bottle with its stopper (W1). Add a cement
sample up to half of the flask and weigh with its lid (W2). Pour a small amount kerosene in a flask
containing a cement sample upto its graduated mark. To remove entrapped air mix it thoroughly
with glass rod and dry the flask from outside and weigh (W3). Empty the flask, clean it and refilled
with clean kerosene up till the graduated mark. Dry the outside of the flask and weigh (W4).The
apparatus are cleaned and returned to the laboratory.
Table 1:Specific gravity of the specimen on different condition
Weights Sample 1 Sample 2 Sample 3
Empty weight of the
bottle, W1
0.031 0.030 0.030
Weight of the bottle+
Cement, W2
0.048 0.046 0.045
Weight of the bottle+
Cement+ Kerosene,
W3
0.083 0.082 0.085
Weight of bottle
+Kerosene, W4
0.072 0.072 0.072
Calculation of specific gravity,
Sp. G =
W2−W1
(W4−W1)−(W3−W2)
= 3.1
20. 19
3.7 TEST FOR SPECIFIC GRAVITY OF FINE AGGREGATE
Apparatus: Pycnometer , weighing balance, dropper.
Material required : Sand, Water.
Procedure: Take the empty weight of pycnometer with its lid as (W1). Fill the sample of sand upto
half of a pycnometer and weigh it as (W2). Add water to the sand in the pycnometer till the top
of the cone and used dropper to remove entrapped air . Dry the outer side of pycnometer and
weigh (W3). Empty the pycnometer, clean it and refilled with clean water up till the top of the
cone and used dropper to remove entrapped air. Dry the outer side of pycnometer and weigh (W4).
The test apparatus were cleaned and returned to the laboratory.
Table 2:Specific gravity of sand on different condition
Weights Sample 1 Sample 2 Sample 3
Empty weight of the
bottle, W1
546 546 546
Weight of the bottle+
Sand, W2
1080 1059 1070
Weight of the bottle+
Sand+ water, W3
1770 1768 1788
Weight of bottle
+Water, W4
1490 1490 1490
The formula used for calculation of specific gravity is,
Sp. G =
W2 − W1
(W4 − W1) − (W3 − W2)
=2.2
22. 21
3.8 TEST FOR SPECIFIC GRAVITY OF COARSE AGGREGATE
Apparatus: pycnometer, weighing balance, dropper.
Material required: Coarse aggregate, water.
Procedure: Weigh a clean and dry pycnometer (W1). Place a sample of coarse aggregate upto half
of a pycnometer and weigh it (W2). Add water to the coarse aggregate in pycnometer till the top
of cone and used dropper to remove entrapped air. Dry the pycnometer and weigh (W3). Empty
the pycnometer, clean it and refilled with clean water up till the top of cone and used dropper to
remove entrapped air. Wipe dry the pycnometer and weigh (W4). The test apparatus were cleaned
and returned to the laboratory.
Table 3: Average specific gravity of coarse aggregate on different condition
Weights Sample 1 Sample 2 Sample 3
Empty weight of the
bottle, W1
546 546 546
Weight of the bottle+
Coarse Aggregate,
W2
1067 1248 1139
Weight of the bottle+
Coarse Aggregate +
Water, W3
1798 1930 1858
Weight of bottle+
Water , W4
1490 1490 1490
The formula used for calculation of specific gravity is,
Sp. G =
W2−W1
(W4−W1)−(W3−W2)
= 2.58
27. 26
3.11 DESIGN CALCULATION OF M30 USING OPC WITH 5 MIN
MIXING
i) Strength of mix proportion,
fck= fck+ 1.65 x S
=30 + 1.65 x 5
=38.25 N/mm2
Fck=fck+ X
=30 + 6.5
=36.5 N/mm2
⸪ 38.25 N/mm2
is the higher value, the target value will remain constant.
ii) Approximate air content,
For 20 mm aggregate air content =10%(Table 3)
iii) Water-cement ratio selection,
For target strength of 38.25KN/mm2
the free water ratio is 0.45 for OPC 53 grade curve.
⸫ As per the table 5 of IS 456:2000, the maximum value of 0.45 is prescribed for severe exposure
for reinforced concrete.
The value will be attained greater than 0.45 in graph(fig 1) approximately as 0.48. Therefore, our
value is greater than 0.45 which the maximum prescribed.
⸫0.45 is taken
iv) Water content selection,
Water content =186kg (for 200mm slump) for 20mm aggregate.(By referring to table 4)
Required water content for 200mm slump.
=186 + 18 x 186/100= 219.48 kg ᵙ 220 kg
As admixtures (super plasticizers is used to reduce water content). On the basis of data obtained,
the water content can be reduced . On the basis of trial data, the water content reduced to 23% is
considered by the use of super plasticizer at the rate of1% by weight of cement.
Hence, the water content=219.48 x 0.77= 168.99 kg ᵙ169kg
v) Cement content calculation,
Water cement ratio = 0.45
Cement content = 169/0.45 =375.5 kg/m3
ᵙ 376kg/m3
(Should not exceed 450kg/m3
)
28. 27
Minimum cement content for severe exposure condition = 320kg/m3
(From table 5 of IS
456:2000)
⸫ 376 kg > 320kg/m3
and 376 kg < 450kg/m3
hence, OK.
vi) Volume of coarse aggregate and fine aggregate content.
As per table 5 of IS 456:2000, the proportionate volume of coarse aggregate corresponding to 20
mm size aggregate and fine aggregate (Zone II) for water-cement ratio of 0.5 = 0.62
Water-cement ratio is 0.45.
Corrected volume of coarse aggregates for the water/cement ratio of 0.45 = 0.62 + 0.01 = 0.63.
Vol of fine aggregates content = 1- 0.63 = 0.37.
vii) Mix proportion calculation,
➢ Total volume = 1m3
➢ Entrapped air in wet concrete = 0.01m3
➢ Volume of cement,
= Weight of cement/specific gravity of cement x 1/1000
= 376/3.1 x 1/1000
= 0.121m3
➢ Volume of water,
= Weight of water/specific gravity of water x 1/1000
=1/169 x 1/1000
= 0.169m3
➢ Mass of chemical admixture @ ( admixture % by mass of Cementous material).
= Vol of chemical admixture/ specific gravity of admixture x 1/1000(Mass=1.2%by weight of
cement)
=3.76/1.18 x 1/100= 0.00318m3
➢ Weight of air in aggregate,
=((1-0.001)-(0.0.121+0.169+0.00318)
=0.6968m3
viii) Mass of coarse aggregate
=g x vol of fine aggregate x specific gravity of coarse aggregate x 1000
=0.696 x 0.63 x 2.58 x 1000
29. 28
=1131kg
ix) Mass of fine aggregate
= g x volume of fine aggregate x specific gravity of fine aggregate x 1000
=0.696 x 0.37 x 2.2 x 1000
=566.5kg
x) Mix proportions for trial number 1
Cement=376kg/m3
Water =169 kg/m3
Fine aggregate (SSD)=566.5 kg/m3
Coarse aggregate (SSD)=1131 kg/m3
Chemical admixture= 4.51 kg/m3
Free water-cement ratio =0.45
xi)Adjustment on water, fine aggregate and coarse aggregate;
➢ Fine aggregate (dry)
= Mass of fine aggregate in SSD condition/1+1/100
=566.5/1 + 1/100 = 560.89kg/m3
ᵙ561kg/m3
➢ Coarse Aggregate(Dry)
=Mass of coarse aggregate in SSD condition/1 + water absorption/100
=1131/1=0.5/100
=1125.37kg/m3
ᵙ1126kg/m3
Extra water absorption by coarse and fine aggregate,
➢ Coarse aggregate,
=Mass in SSD condition-Mass in dry state
=1131-1125.37
=5.63kg ᵙ 6kg
➢ Fine aggregate,
=566.5 - 561 = 5.5kg ᵙ 6kg
⸫Estimated water requirement becomes,
=169 + 5.5 + 6 =180.5kg/m3
xii) Mix proportion constituent after adjustment for dry aggregates,
Cement=376kg/m3
30. 29
Water content to be added=180.5kg/m3
Fine aggregate (dry) =561kg/m3
Coarse aggregate (dry) =1126kg/m3
Chemical admixture=3.76kg/m3
Free water-cement ratio= 0.45
Table 6:Stipulation for proportioning
Grade Designation 53
Type of Cement OPC
Brand of Cement Ramco 53 Grade
Maximum nominal size of aggregate 20mm
Maximum cement content and maximum
water-cement ratio to be adopted and/or
exposure condition as per table 3 and table 5
of IS 456:2000
Moderate (RCC)
Workability 100mm
Method of Concrete placing Pumpable
Degree of site control Good
Type of aggregate Crushed angular
Maximum cement content not including fly
ash
450 kg per cubic meter
(Ref Clause no. 8.2 4.2 IS 456:2000
Chemical admixture type Super plasticizer
31. 30
Table 7:Test data for material
Cement used OPC Ramco-53 grade
Plasticizer type Sikament
Specific Gravity of Cement 3.1
Specific gravity of 20mm Coarse aggerate [at
saturated surface dry (SSD) condition]
2.58
Specific gravity of Fine aggregate [at
saturated surface dry (SDD) condition]
2.2
Sieve analysis of Coarse Aggregate 8.37
Sieve analysis of Fine Aggregate 2.51
Sand Zone as per IS 383 II
Table 8: Mix proportioning formulation and important clauses
Characteristic strength at
28 days
30 MPa
Target average strength at
28 days
38.25 MPa Refer Table 1and 2, IS
10262:2019
Approximate air content 1.0%
Water cement ratio 0.45 Refer .Fig.1 10262:2019,Table
5 IS 456:2000
Water content per cubic
meter of concrete for
nominal maximum size of
20mm for aggregate for
50mm slump
181kg Refer Table.4, IS 10262:2019
Selection of water content 200kg Targeting 100mm slump
Note: As no super plasticizer is used no further reduction is done on the water content.
Cement Content 376kg per cubic meter Should be greater than 300kg
per cubic meter as per Table 5
of IS 456:2000
Note: For 20mm nominal maximum size of aggregate the
volume of coarse aggregate per unit volume of total
aggregate for Zone III is 0.64 when the water cement ratio
maintained at 0.50.
Refer Table 5, IS 10262:2019
32. 31
Table 9:Mix Proportion for the first trial( After all the necessary adjustment)
Cement 376 kg per cubic meter
Fine aggregate 561 kg per cubic meter
Coarse aggregate (20mm) 563 kg per cubic meter
Coarse aggregate (10mm) 563 kg per cubic meter
Water 181 kg per cubic meter
Admixture 3.76 kg per cubic meter
Mix type Weight Mix
Cement: Sand :Coarse Aggregate Mix Design
Water: Cement 0.45
Mixing Time 5 min
Table 10:Test Results
Overview: This trial did not achieve the target strength in 28 days due to excess water because
there was an increase in the water-cement ratio in the designing process and the slump was also
highly workable. However, we are coming with a mix design where for 1 hour mixing, we will get
adequate strength without any collapse shear. Hence, follow the new design for 1 hour mixing.
TEST RESULTS
Strength (MPa) of (150mm x 150mm x150mm) cube after Workability
7 days 14 days 28 days
collapse
slump
Cube sample 1 25.8 26 19.5
Cube sample 2 20.3 33 16.1
Cube sample 3 nil 26.1 11.7
Average 23.05 28.3 15.7
33. 32
3.12 DESIGN CALCULATION OF M30 USING OPC WITH 1 HR MIXING
i)Strength of mix proportion,
fck = fck + 1.65 x S
=30 + 1.65 x 5
=38.25 N/mm2
Fck =fck + X
=30 + 6.5
=36.5 N/mm2
⸪38.25 N/mm2
is the higher value, the target value will remain constant.
ii) Approximate air content,
For 20mm aggregate air content=10%(Table 3)
iii) Water-cement ratio selection,
For target strength of 38.25KN/mm2
free water cement ratio is 0.45 for OPC 53 grade curve.
⸫ As per table 5 of IS 456:2000, the highest value of 0.45 is prescribed for severe exposure for
reinforced concrete.
The value will be attained greater than 0.45 in graph(fig 1) approximately as 0.48. Therefore, our
value is greater than 0.45 which the maximum prescribed.
⸫0.45 is taken
iv) Water content selection,
Water content =186kg (for 200mm slump) for 20mm aggregate.(By referring to table 4)
Calculated water content for 200mm slump.
=186 + 18 x 186/100= 219.48 kg ᵙ 220 kg
As admixtures (super plasticizers is used to reduce the water content). On the basis of data
obtained, the water content may be reduced . On the basis of trial data, the water content reduced
to 23% is considered by the use of super plasticizer at the rate of1% by weight of cement.
Hence, the water content=219.48 x 0.77= 168.99 kg ᵙ169kg
v) Cement content calculation,
Water cement ratio = 0.45
34. 33
Cement content = 169/0.45 =375.5 kg/m3
ᵙ 376kg/m3
(Should not exceed 450kg/m3
)
Minimum cement content for severe exposure condition = 320kg/m3
(From table 5 of IS456:2000)
(and not exceed 450kg/m3
).
⸫ 376 kg > 320kg/m3
and 376 kg < 450kg/m3
hence, OK.
vi) Volume of coarse aggregate and fine aggregate content.
As per table 5 of IS 456:2000, the proportionate volume of coarse aggregate corresponding to 20
mm size aggregate and fine aggregate (Zone II) for water-cement ratio of 0.5=0.62
Water-cement ratio is 0.45.
Corrected volume of coarse aggregates for the water-cement ratio of 0.45 = 0.62+0.01 = 0.63.
Vol of fine aggregates content = 1- 0.63 = 0.37.
vii) Mix volume calculation,
➢ Total volume = 1m3
➢ Entrapped air in wet concrete = 0.01m3
➢ Volume of cement,
= Weight of cement / specific gravity of cement x 1/1000
= 376/3.1 x 1/1000
= 0.121m3
➢ Volume of water,
= mass of water/specific gravity of water x 1/1000
=1/169 x 1/1000
= 0.169m3
➢ Volume of chemical admixture @ ( admixture % by mass of Cementous material).
= vol of chemical admixture/ specific gravity of admixture x 1/1000(Mass=1.2%by weight of
cement)
=3.76/1.18 x 1/100= 0.00318m3
➢ Volume of air in aggregate,
=((1-0.001)-(0.0.121+0.169+0.00318)
=0.6968m3
viii) Mass of coarse aggregate
=g x volume of fine aggregate x specific gravity of coarse aggregate x 1000
=0.696 x 0.63 x 2.58 x 1000
35. 34
=1131kg
ix) Mass of fine aggregate
= g x volume of fine aggregate x specific gravity of fine aggregate x 1000
=0.696 x 0.37 x 2.2 x 1000
=566.5kg
x) Mix proportions for trial number 1
Cement=376kg/m3
Water =169 kg/m3
Fine aggregate (SSD)=566.5 kg/m3
Coarse aggregate (SSD)=1131 kg/m3
Chemical admixture= 4.51 kg/m3
Free water-cement ratio=0.45
xi)Adjustment on water, fine aggregate and coarse aggregate;
➢ Fine aggregate (dry)
= Mass of fine aggregate in SSD condition/1+1/100
=566.5/1+1/100= 560.89kg/m3
ᵙ561kg/m3
➢ Coarse Aggregate(Dry)
=Mass of coarse aggregate in SSD condition/1+water absorption/100
=1131/1=0.5/100
=1125.37kg/m3
ᵙ1126kg/m3
Extra water to be added for absorption by coarse and fine aggregate,
➢ Coarse aggregate,
=Mass in SSD condition-Mass in dry state
=1131-1125.37
=5.63kg ᵙ6kg
➢ Fine aggregate,
=566.5-561=5.5kg ᵙ 6kg
⸫Estimated water requirement becomes,
=169+5.5+6=180.5kg/m3
xii) Mix proportion constituent after adjustment for dry aggregates,
Cement=376kg/m3
36. 35
Water content to be added=180.5kg/m3
Fine aggregate (dry) =561kg/m3
Coarse aggregate (dry) =1126kg/m3
Chemical admixture=3.76kg/m3
Free water-cement ratio= 0.45
Table 11:Stipulation for proportioning
Grade Designation 53
Type of Cement OPC
Brand of Cement Ramco 53 Grade
Maximum nominal size of aggregate 20mm
Maximum cement content and maximum
water-cement ratio to be adopted and/or
exposure condition as per table 3 and table 5
of IS 456:2000
Moderate (RCC)
Workability 100mm
Method of Concrete placing Pumpable
Degree of site control Good
Type of aggregate Crushed angular
Maximum cement content not including fly
ash
450 kg per cubic meter
(Ref Clause no. 8.2 4.2 IS 456:2000
Chemical admixture type Super plasticizer
37. 36
Table 12:Test data for material
Cement used OPC Ramco-53 grade
Plasticizer type Sikament
Specific Gravity of Cement 3.1
Specific gravity of 20mm Coarse aggerate [at
saturated surface dry (SSD) condition]
2.58
Specific gravity of Fine aggregate [at
saturated surface dry (SDD) condition]
2.2
Sieve analysis of Coarse Aggregate 8.37
Sieve analysis of Fine Aggregate 2.51
Sand Zone as per IS 383 II
Table 13: Mix proportioning formulation and important clauses
Characteristic strength at
28 days
30 MPa
Target average strength at
28 days
38.25 MPa Refer Table 1and 2, IS
10262:2019
Approximate air content 1.0%
Water cement ratio 0.45 Refer .Fig.1 10262:2019,Table
5 IS 456:2000
Water content per cubic
meter of concrete for
nominal maximum size of
20mm for aggregate for
50mm slump
181kg Refer Table.4, IS 10262:2019
Selection of water content 200kg Targeting 100mm slump
Note: As no super plasticizer is used no further reduction is done on the water content.
Cement Content 376kg per cubic meter Should be greater than 300kg
per cubic meter as per Table 5
of IS 456:2000
Note: For 20mm nominal maximum size of aggregate the
volume of coarse aggregate per unit volume of total
aggregate for Zone III is 0.64 when the water cement ratio
maintained at 0.50.
Refer Table 5, IS 10262:2019
38. 37
Table 14:Mix Proportion for the first trial( After all the necessary adjustment)
Cement 376 kg per cubic meter
Fine aggregate 561 kg per cubic meter
Coarse aggregate (20mm) 563 kg per cubic meter
Coarse aggregate (10mm) 563 kg per cubic meter
Water 181 kg per cubic meter
Admixture 3.76 kg per cubic meter
Mix type Weight Mix
Cement: Sand :Coarse Aggregate Mix Design
Water: Cement 0.45
Mixing Time 1 hour
Table 15:Test Results
Overview: Initially we have failed due to excess water but after 1 hour we are getting a good result.
However, for the target of achieving the strength while considering a quick hauling period, the 5
minute mixing trial performed below should get us the adequate strength without any collapse
shear. Hence, follow the new design for 5 minute mixing.
TEST RESULTS
Strength (MPa) of (150mm x 150mm x150mm) cube after Workability
7 days 14 days 28 days
110 mm
slump
Cube sample 1 23.9 20.2 40.8
Cube sample 2 20.9 19.4 28
Cube sample 3 21.4 20 40.1
Average 22.06 19.8 36.3
39. 38
3.13 DESIGN CALCULATION OF M30 USING OPC WITH 5 MIN
MIXING
i) Strength of mix proportion,
fck= fck + 1.65 x S
=30 + 1.65 x 5
=38.25 N/mm2
Fck= fck + X
=30 + 6.5
=36.5 N/mm2
⸪ 38.25 N/mm2
is the higher value, the target value will remain constant.
ii) Approximate air content,
For 20mm aggregate air content=10%(Table 3)
iii) Water-cement ratio selection,
For target strength of 38.25KN/mm2
the free water ratio is 0.43 for OPC 53 grade curve.
⸫ As per table 5 of IS 456:2000 the highest value of 0.43 is prescribed for severe exposure for
reinforced concrete.
The value will be attained greater than 0.43 in graph(fig 1) approximately as 0.48. Therefore,
our value is greater than 0.43 which the maximum prescribed.
⸫0.43 is taken
iv) Water content selection,
Water content =186kg (for 100mm slump) for 20mm &10mm aggregate.(By referring to table
Required water content for 100mm slump.
=186 + 18 x 186/100= 219.48 kg ᵙ 220 kg.
As admixtures (super plasticizers is used to reduce the water content).On the basis of data
obtained, the water content may be reduced . On the basis of trial data, the water content reduced
to 23% is considered by the use of super plasticizer at the rate of1% by weight of cement.
Hence, the water content=219.48 x 0.77= 168.99 kg ᵙ169kg
v) Cement content calculation,
Water cement ratio = 0.43
Cement content = 169/0.43 =393.02 kg/m3
ᵙ 394kg/m3
(Should not exceed 450kg/m3
)
40. 39
Minimum cement content for severe exposure condition,
= 320kg/m3
(From table 5 of IS 456: 2000)
⸫ 394kg > 320kg/m3
and 394 kg < 450kg/m3
hence, OK.
vi) Volume of coarse aggregate and fine aggregate content.
As per table 5 of IS 456:2000, the proportionate volume of coarse aggregate corresponding to
20 mm size aggregate and fine aggregate (Zone I) for water-cement ratio of 0.48=0.60
⸫ Water-cement ratio is 0.43.
Corrected volume of coarse aggregates for the water-cement ratio of 0.43 = 0.60+0.01 = 0.61.
Vol of fine aggregates content = 1- 0.61 = 0.39.
➢ Mix proportion calculation,
Total volume = 1m3
zzEntrapped air in wet concrete = 0.01m3
➢ Volume of cement,
= Weight of cement / specific gravity of cement x 1/1000
= 394/2.91 x 1/1000
= 0.135m3
➢ Volume of water,
= Weight of water/specific gravity of water x 1/1000
=1/169 x 1/1000
= 0.169m3
➢ Mass of chemical admixture @ ( admixture % by mass of Cementous material).
= Vol of chemical admixture/ specific gravity of admixture x 1/1000(Mass=1.2%by weight
of cement)
=3.76/1.18 x 1/100= 0.00318m3
➢ Weight of air in aggregate,
=((1-0.01)-(0.135+0.169+0.00318)
=0.682m3
vii) Mass of coarse aggregate
=g x volume of fine aggregate x specific gravity of coarse aggregate x 1000
=0.682 x 0.61 x 2.6 x 1000
=1082kg/m3
41. 40
Table 16:Stipulation for proportioning
Grade Designation 53
Type of Cement OPC
Brand of Cement Ramco 53 Grade
Maximum nominal size of aggregate 20mm
Maximum cement content and maximum
water-cement ratio to be adopted and/or
exposure condition as per table 3 and table 5
of IS 456:2000
Moderate (RCC)
Workability 100mm
Method of Concrete placing Pumpable
Degree of site control Good
Type of aggregate Crushed angular
Maximum cement content not including fly
ash
450 kg per cubic meter
(Ref Clause no. 8.2 4.2 IS 456:2000
Chemical admixture type Super plasticizer
viii) Mass of fine aggregate
= g x volume of fine aggregate x specific gravity of fine aggregate x 1000
=0.69 x 0.37 x 2.2 x 1000
=639kg/m3
ix) Mix proportions for trial number 1
Cement=400kg/m3
Water =152 kg/m3
Fine aggregate (SSD)=639 kg/m3
Coarse aggregate (SSD)=1082 kg/m3
Chemical admixture= 4.51 kg/m3
Free water-cement ratio=0.38
42. 41
Table 17:Test data for material
Cement used OPC Ramco-53 grade
Plasticizer type Fosroc Auramix (200)
Specific Gravity of Cement 2.91
Specific gravity of 20mm Coarse aggerate [at
saturated surface dry (SSD) condition]
2.6
Specific gravity of Fine aggregate [at
saturated surface dry (SDD) condition]
2.4
Sieve analysis of Coarse Aggregate 7.798
Sieve analysis of Fine Aggregate 4
Sand Zone as per IS 383 I
Table 18: Mix proportioning formulation and important clauses
Characteristic strength at
28 days
30 MPa
Target average strength at
28 days
38.25 MPa Refer Table 1and 2, IS
10262:2019
Approximate air content 1.0%
Water cement ratio 0.38 Refer .Fig.1 10262:2019,Table
5 IS 456:2000
Water content per cubic
meter of concrete for
nominal maximum size of
20mm for aggregate for
50mm slump
152kg Refer Table.4, IS 10262:2019
Selection of water content 200kg Targeting 100mm slump
Note: As no super plasticizer is used no further reduction is done on the water content.
Cement Content 400kg per cubic meter Should be greater than 300kg
per cubic meter as per Table 5
of IS 456:2000
Note: For 20mm nominal maximum size of aggregate the
volume of coarse aggregate per unit volume of total
aggregate for Zone III is 0.64 when the water cement ratio
maintained at 0.50.
Refer Table 5, IS 10262:2019
43. 42
Table 19:Mix Proportion for the first trial( After all the necessary adjustment)
Cement 400 kg per cubic meter
Fine aggregate 639 kg per cubic meter
Coarse aggregate (20mm) 541 kg per cubic meter
Coarse aggregate (10mm) 541 kg per cubic meter
Water 152 kg per cubic meter
Admixture 4.5 kg per cubic meter
Mix type Weight Mix
Cement: Sand :Coarse Aggregate Mix Design
Water: Cement 0.38
Mixing Time 5 min
Table 20:Test Results
Overview: In this trial, the targeted strength was achieved along with a true slump. Therefore, with
this result we can conclude by saying that M 30 grade of concrete can be used at construction
works which require longer hauling distance’s as well as for in-site casting works. The strength
obtained in both the second and the third trial have produced desired outputs for the strength and
the workability.
TEST RESULTS
Strength (MPa) of (150mm x 150mm x150mm) cube after Workability
7 days 14 days 28 days
110 mm
slump
Cube sample 1 21.2 42.9 39.2
Cube sample 2 22.2 30 41
Cube sample 3 22.6 38.6 32.4
Average 22 37.16 37.53
44. 43
3.14 PROCEDURE OF SLUMP TEST FOR M30 GRADE CONCRETE
1. Firstly the inside surface of the mould should be cleaned thoroughly and proper greasing of
the surface should be performed.
2. Mould is placed on a smooth levelled surface.
3. The concrete is filled in mould each four different layers.
4. The concrete is subjected to 25 numbers of blows in each layers.
5. The excess concrete should be removed and the surface should be levelled with a trowel.
6. After the mould is compacted properly lift the mould in vertically upward direction which
caused the mould to subside.
7. Measure the slump value, four types of slumps can be achieved namely, True slump, Zero
slump, Collapse slump, Shear slump.
Slump for the given sample with 5 minutes of mixing time= 45mm (Collapse slump)and with
1 hour of mixing time=110mm (True slump).
Fig 12:Types of slump
3.15 PROCEDURE FOR M30 WITH 5 MINUTE OF MIXING TIME
1. Firstly the concrete mixer should be clean.
2. Weigh all the materials required.
3. Pour the coarse aggregates 10 mm and 20 mm in the concrete mixer.
4. Now add fine aggregate and cement in the concrete mixer.
5. Mix the materials in the dry condition in a mixer for a few seconds.
45. 44
6. Now add the specified proportion of admixture in a water and put it into the concrete mixer.
7. Performed these steps within a duration of few minutes.
8. Mix it for a period of 5 minutes.
9. Check if the concrete is workable or not.
10. The initial slump has to be noted down.
11. The mixing process should be as fast as possible since continuous mixing will result in
production of heat and may lead to decrease in the slump of the concrete mix.
Requirement of workability.
The requirement of our slump as per our experiment is 100 mm at the site.
3.16 PROCEDURE FOR M30 WITH 1 HOUR OF MIXING TIME
1. Firstly the concrete mixer should be clean.
2. Weigh all the materials required.
3. Pour the coarse aggregates 10 mm and 20 mm in the concrete mixer.
4. Now add fine aggregate and cement in the concrete mixer.
5. Mix the materials in the dry condition in a mixer for a few seconds.
6. Now add the specified proportion of admixture in a water and put it into the concrete mixer.
7. Performed these steps within a duration of few minutes.
8. Mix it for continuously 1 hour.
9. Check the workability.
10. The initial slump has to be noted down.
11. The mixing process should be as fast as possible since continuous mixing will result in
production of heat and may lead to decrease in the slump of the concrete mix.
Requirement of workability- The requirement of the slump is 100 mm at the site.
46. 45
3.17 CONCRETE CUBE CASTING PROCEDURE
1. The slump test is observed after mixing procedure and then after 1 hour the cubes shall be
casted.
2. The concrete shall be casted manually for better results and use of plate vibrator is less
preferable.
3. The casting process shall be performed thereafter.
4. The cubes will be cast in three-layers with each layer’s thickness as 50 mm approximately.
5. Each layer should be tamped using a tamping rod with about 35 to 45 blows.
6. The temperature of the lab should be preferably at 27 +/- 2-degree centigrade for casting the
cubes.
7. The cubes casted are done for nine cubes and then it is placed in a flat surface on the ground.
8. In order to prevent water evaporation from the cubes, cover them with a sheet.
9. Keep the cubes for 24 hours to harden and set.
10. The next day, open the cubes and also mark them individually for different purposes or of the
same.
11. Take the cubes and leave them for curing in a water table where the room temperature should
be in room temperature.
12. The compressive test of cubes will be performed on the cubes for 7, 14 and 28 days. Three
cubes shall be tested at each time frame.
13. After the seventh day, take out three cubes from the water tank.
14. Take the cubes to the CTM and dry it. The cubes should be surface saturated dry condition.
15. Start the machine and place each cube consecutively after each test.
16. Note that the weight of cubes is taken prior to the tests in the CTM.
17. Set-up the machine with the cubes and start the loading mechanism with loading of 2.5KN per
second.
18. After the testing is done, the cubes/debris is removed and the reading is noted of the peak stress
can also be calculated.
19. Perform the test for all three cubes.
20. Similarly, perform more tests on 14 days and 28 days.
48. 47
CHAPTER
4
RESULT
The progress of our project so far has been done with OPC 53 grade cement on M 30 grade concrete
and found the target strength of 36.3N/mm2
in 28 days. Therefore, with this result we can
conclude by saying that M 30 grade of concrete can be used at construction works which require
longer hauling distance’s as well as for in-site casting works. The strength obtained in both the
second and the third trial have produced desired outputs for the strength and the workability of the
concrete.
Table 21:Test results for 1st
trial
TEST RESULT
Strength (MPa) of (150 mm x 150 mm x 150 mm) cube after Workability
07 days 14 days 28 days
collapse slump
Cube specimen 1 25.8 26 19.5
Cube specimen 2 20.3 33 16.1
Cube specimen 3 nil 26.1 11.7
Average 23.05 28.3 15.7
49. 48
Table 22:Test results for 2nd
trial
TEST RESULT
Strength (MPa) of (150 mm x 150 mm x 150 mm) cube after Workability
07 days 14 days 28 days
110 mm slump
Cube specimen 1 23.9 20.2 40.8
Cube specimen 2 20.9 19.4 28
Cube specimen 3 21.4 20 40.1
Average 22.06 19.8 36.3
Table 23:Test results for 3rd
trial
TEST RESULT
Strength (MPa) of (150 mm x 150 mm x 150 mm) cube after Workability
07 days 14 days 28 days
100 mm slump
Cube specimen 1 21.2 42.9 39.2
Cube specimen 2 22.2 30 41.0
Cube specimen 3 22.6 38.6 32.4
Average 22 37.16 37.53
50. 49
CHAPTER
5
CONCLUSION
In our project the mix design for M 30 grade concrete was performed according to the IS code
method with varying mixing time. A number of tests were conducted along with the design,
thereafter nine cubes of dimension 150mm x 150mm x 150mm were used as moulds for the
concrete and they were tested in three trials. The compressive strength was tested in 7 days, 14
days and 28 days.
Accelerating admixtures were also used for gaining early strength of concrete and for quick setting.
The mixing time for each test was different, for the first trial it was 5 minutes, the second trial was
1 hour and for the last trial it was 5 minutes.
Therefore, it was observed that for tunnel construction works the hauling distance when minimum,
mixing of the concrete can be performed for 5 minutes. Whereas, if the distance between the
mixing plant and the site for placing is longer, the mixing of the concrete can be done for 1 hour.
It can be concluded that for large construction works, M 30 grade of concrete can be mixed and
used in site and for longer hauling distances.
51. 50
REFERENCE
1. Chetan Isal, Swati Ambedkar; Study of various grade of concrete with and without admixture,
International journal for research in applied science and engineering technology, 2020.
2. Venu Malagavelli, Neelkanteswara Rao Paturu; strength and workability characteristics of
concrete by using different super plasticizer, International journal of materials engineering, 7-
11-2012.
3. Bureau of Indian Standards; Recommended guidelines for concrete mix design, IS:10262-2019
BIS, New Delhi, India, 2019.
4. Bureau of Indian Standards; Specification for coarse and fine aggregate from natural sources
for concrete, 2nd
revision, IS: 383-1970 BIS, New Delhi, 1970.
5. Bureau of Indian Standards; Method of test for strength of concrete, IS: 516-1959 BIS, New
Delhi, 1979.
6. Amar S. Deshmukh; Development of Mix Design for High Strength/Performance Concrete,
International journal of research in engineering science and technologies, Amravati, India,
December 2015.
7. Priya Harini; Strength and durability M30 concrete with various mineral and chemical
admixture, International Journal of Advances in Engineering & Technology, Bareilly, August
2015.
8. Ganesh Awchat, Laxmangauda Patil, Ashish More; Effect of different chemical admixtures on
fresh and hardened properties of M30 and M40 grade concrete, Advanced material research
1171, 105-120, 2022.