�ݺ�ߣshows by User: harishbap

�ݺ�ߣshows by User: harishbap / http://www.slideshare.net/images/logo.gif �ݺ�ߣshows by User: harishbap / Wed, 22 Mar 2017 10:28:21 GMT �ݺ�ߣShare feed for �ݺ�ߣshows by User: harishbap The Mechanical Properties of Concrete Incorporating Silica Fume as Partial Replacement of Cement /harishbap/the-mechanical-properties-of-concrete-incorporating-silica-fume-as-partial-replacement-of-cement ijetae091543-170322102821
Concrete is the most important engineering material and the addition of some other materials may change the properties of concrete. With increase in trend towards the wider use of concrete for prestressed concrete and high rise buildings there is a growing demand of concrete with higher compressive strength. Mineral additions which are also known as mineral admixtures have been used with cements for many years. Silica fume particles are 100 times smaller than the average cement particle. Its handling and disposal is a point of concern because of the environment concerns. Silica fume is usually categorized as a supplementary cementitious material. These materials exhibit pozzolanic properties, cementitious properties and a combination of both properties. Due to these properties, it can affect the concrete behavior in many ways. In the present work, an attempt has been made to use silica fume as a supplementary material for cement and to evaluate the limit of replacement of cement for M20 grade concrete. The main aim of this work is to study the mechanical properties of M20 grade control concrete and silica fume concrete with different percentages (5, 10, 15 and 20%) of silica fume as a partial replacement of cement.]]>
Concrete is the most important engineering material and the addition of some other materials may change the properties of concrete. With increase in trend towards the wider use of concrete for prestressed concrete and high rise buildings there is a growing demand of concrete with higher compressive strength. Mineral additions which are also known as mineral admixtures have been used with cements for many years. Silica fume particles are 100 times smaller than the average cement particle. Its handling and disposal is a point of concern because of the environment concerns. Silica fume is usually categorized as a supplementary cementitious material. These materials exhibit pozzolanic properties, cementitious properties and a combination of both properties. Due to these properties, it can affect the concrete behavior in many ways. In the present work, an attempt has been made to use silica fume as a supplementary material for cement and to evaluate the limit of replacement of cement for M20 grade concrete. The main aim of this work is to study the mechanical properties of M20 grade control concrete and silica fume concrete with different percentages (5, 10, 15 and 20%) of silica fume as a partial replacement of cement.]]> Wed, 22 Mar 2017 10:28:21 GMT /harishbap/the-mechanical-properties-of-concrete-incorporating-silica-fume-as-partial-replacement-of-cement harishbap@slideshare.net(harishbap) The Mechanical Properties of Concrete Incorporating Silica Fume as Partial Replacement of Cement harishbap Concrete is the most important engineering material and the addition of some other materials may change the properties of concrete. With increase in trend towards the wider use of concrete for prestressed concrete and high rise buildings there is a growing demand of concrete with higher compressive strength. Mineral additions which are also known as mineral admixtures have been used with cements for many years. Silica fume particles are 100 times smaller than the average cement particle. Its handling and disposal is a point of concern because of the environment concerns. Silica fume is usually categorized as a supplementary cementitious material. These materials exhibit pozzolanic properties, cementitious properties and a combination of both properties. Due to these properties, it can affect the concrete behavior in many ways. In the present work, an attempt has been made to use silica fume as a supplementary material for cement and to evaluate the limit of replacement of cement for M20 grade concrete. The main aim of this work is to study the mechanical properties of M20 grade control concrete and silica fume concrete with different percentages (5, 10, 15 and 20%) of silica fume as a partial replacement of cement. <img style="border:1px solid #C3E6D8;float:right;" alt="" src="https://cdn.slidesharecdn.com/ss_thumbnails/ijetae091543-170322102821-thumbnail.jpg?width=120&height=120&fit=bounds" /> Concrete is the most important engineering material and the addition of some other materials may change the properties of concrete. With increase in trend towards the wider use of concrete for prestressed concrete and high rise buildings there is a growing demand of concrete with higher compressive strength. Mineral additions which are also known as mineral admixtures have been used with cements for many years. Silica fume particles are 100 times smaller than the average cement particle. Its handling and disposal is a point of concern because of the environment concerns. Silica fume is usually categorized as a supplementary cementitious material. These materials exhibit pozzolanic properties, cementitious properties and a combination of both properties. Due to these properties, it can affect the concrete behavior in many ways. In the present work, an attempt has been made to use silica fume as a supplementary material for cement and to evaluate the limit of replacement of cement for M20 grade concrete. The main aim of this work is to study the mechanical properties of M20 grade control concrete and silica fume concrete with different percentages (5, 10, 15 and 20%) of silica fume as a partial replacement of cement.

The Mechanical Properties of Concrete Incorporating Silica Fume as Partial Replacement of Cement from HARISH B A

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0 Finite ElementAnalysis of Doubly Curved Thin Concrete Shells /slideshow/finite-elementanalysis-of-doubly-curved-thin-concrete-shells/73472824 ijesit20150507-170322102422
thin shell is a “Three-dimensional spatial structure made up of one or more curved surfaces whose thickness is small compared to their other dimensions”. Shells belong to the class of stressed skin structures which, because of their geometry and small flexural rigidity of the skin, tend to carry loads primarily by direct stresses acting in their plane. The shells are subjected to pure membrane state of stress, under appropriate loading and boundary condition the resulting bending and twisting moments are either zero or small which may be neglected. The coordinates of funicular shells are determined by masonry mould method by developing a computer program. In this study doubly curved thin shells are analysed using finite element software SAP 2000. Doubly curved shells which are in square plan having 10mX10m and 15mX15m are considered and shells in rectangular plan having dimensions 10mX15m and 15mX20m are considered. The behavior of shells under self-weight, live load varying from 0-20KN/m (UDL) is obtained. In this case study deflection curves, membrane stress and stress contour diagram are obtained. It is observed that with the increase in rise and thickness of funicular shell the deflection are reduced. The membrane stresses decreases with the increase in rise and thickness of concrete funicular shell. The aim of this study is to develop shells of different sizes and investigation is done on the shells by finite element analysis under given uniformly distributed load, to find out the behavior of shells in various cases using standard software, Structural Analysis Package (SAP 2000).]]>
thin shell is a “Three-dimensional spatial structure made up of one or more curved surfaces whose thickness is small compared to their other dimensions”. Shells belong to the class of stressed skin structures which, because of their geometry and small flexural rigidity of the skin, tend to carry loads primarily by direct stresses acting in their plane. The shells are subjected to pure membrane state of stress, under appropriate loading and boundary condition the resulting bending and twisting moments are either zero or small which may be neglected. The coordinates of funicular shells are determined by masonry mould method by developing a computer program. In this study doubly curved thin shells are analysed using finite element software SAP 2000. Doubly curved shells which are in square plan having 10mX10m and 15mX15m are considered and shells in rectangular plan having dimensions 10mX15m and 15mX20m are considered. The behavior of shells under self-weight, live load varying from 0-20KN/m (UDL) is obtained. In this case study deflection curves, membrane stress and stress contour diagram are obtained. It is observed that with the increase in rise and thickness of funicular shell the deflection are reduced. The membrane stresses decreases with the increase in rise and thickness of concrete funicular shell. The aim of this study is to develop shells of different sizes and investigation is done on the shells by finite element analysis under given uniformly distributed load, to find out the behavior of shells in various cases using standard software, Structural Analysis Package (SAP 2000).]]> Wed, 22 Mar 2017 10:24:22 GMT /slideshow/finite-elementanalysis-of-doubly-curved-thin-concrete-shells/73472824 harishbap@slideshare.net(harishbap) Finite ElementAnalysis of Doubly Curved Thin Concrete Shells harishbap thin shell is a “Three-dimensional spatial structure made up of one or more curved surfaces whose thickness is small compared to their other dimensions”. Shells belong to the class of stressed skin structures which, because of their geometry and small flexural rigidity of the skin, tend to carry loads primarily by direct stresses acting in their plane. The shells are subjected to pure membrane state of stress, under appropriate loading and boundary condition the resulting bending and twisting moments are either zero or small which may be neglected. The coordinates of funicular shells are determined by masonry mould method by developing a computer program. In this study doubly curved thin shells are analysed using finite element software SAP 2000. Doubly curved shells which are in square plan having 10mX10m and 15mX15m are considered and shells in rectangular plan having dimensions 10mX15m and 15mX20m are considered. The behavior of shells under self-weight, live load varying from 0-20KN/m (UDL) is obtained. In this case study deflection curves, membrane stress and stress contour diagram are obtained. It is observed that with the increase in rise and thickness of funicular shell the deflection are reduced. The membrane stresses decreases with the increase in rise and thickness of concrete funicular shell. The aim of this study is to develop shells of different sizes and investigation is done on the shells by finite element analysis under given uniformly distributed load, to find out the behavior of shells in various cases using standard software, Structural Analysis Package (SAP 2000). <img style="border:1px solid #C3E6D8;float:right;" alt="" src="https://cdn.slidesharecdn.com/ss_thumbnails/ijesit20150507-170322102422-thumbnail.jpg?width=120&height=120&fit=bounds" /> thin shell is a “Three-dimensional spatial structure made up of one or more curved surfaces whose thickness is small compared to their other dimensions”. Shells belong to the class of stressed skin structures which, because of their geometry and small flexural rigidity of the skin, tend to carry loads primarily by direct stresses acting in their plane. The shells are subjected to pure membrane state of stress, under appropriate loading and boundary condition the resulting bending and twisting moments are either zero or small which may be neglected. The coordinates of funicular shells are determined by masonry mould method by developing a computer program. In this study doubly curved thin shells are analysed using finite element software SAP 2000. Doubly curved shells which are in square plan having 10mX10m and 15mX15m are considered and shells in rectangular plan having dimensions 10mX15m and 15mX20m are considered. The behavior of shells under self-weight, live load varying from 0-20KN/m (UDL) is obtained. In this case study deflection curves, membrane stress and stress contour diagram are obtained. It is observed that with the increase in rise and thickness of funicular shell the deflection are reduced. The membrane stresses decreases with the increase in rise and thickness of concrete funicular shell. The aim of this study is to develop shells of different sizes and investigation is done on the shells by finite element analysis under given uniformly distributed load, to find out the behavior of shells in various cases using standard software, Structural Analysis Package (SAP 2000).

Finite ElementAnalysis of Doubly Curved Thin Concrete Shells from HARISH B A

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0 Experimental and FE Analysis of Funicular Shells /slideshow/experimental-and-fe-analysis-of-funicular-shells/73472776 ijeit141220150331-170322102310
Shells belong to the class of stressed skin structures which, because of their geometry and small flexural rigidity, tend to carry loads primarily by direct stresses acting in their plane. Concrete funicular shells of square ground plan, double curvature with 80 mm rise are analysed for uniformly distributed load (One-way action). Specimens of size 1080 mm x 1080 mm in plan with rectangular edge beam of 50 mm x 40 mm are prepared using cement concrete of grade M20 for which the mix design is carried by Indian Standard method. The precasting of the Concrete shallow funicular shell specimens is carried by masonry mould method. The specimens are prepared with thickness of 25 mm and 20 mm. The specimens are moist cured for 28 days before testing. The uniformly distributed load over the shell specimen is applied and the corresponding deflections, strains are measured. The coordinates of funicular shells are determined by developing a computer program. To relate experimental results to theory, the finite element technique (SAP 2000 Program) is utilized to analyse a similar model in the elastic range. Finite element models of funicular shells are developed by discretizing the shell specimens into 20 elements along x direction and 20 elements along y direction. Behaviour of funicular shells under uniformly distributed load is carried out. Conclusions are made by comparing the experimental and analytical results.]]>
Shells belong to the class of stressed skin structures which, because of their geometry and small flexural rigidity, tend to carry loads primarily by direct stresses acting in their plane. Concrete funicular shells of square ground plan, double curvature with 80 mm rise are analysed for uniformly distributed load (One-way action). Specimens of size 1080 mm x 1080 mm in plan with rectangular edge beam of 50 mm x 40 mm are prepared using cement concrete of grade M20 for which the mix design is carried by Indian Standard method. The precasting of the Concrete shallow funicular shell specimens is carried by masonry mould method. The specimens are prepared with thickness of 25 mm and 20 mm. The specimens are moist cured for 28 days before testing. The uniformly distributed load over the shell specimen is applied and the corresponding deflections, strains are measured. The coordinates of funicular shells are determined by developing a computer program. To relate experimental results to theory, the finite element technique (SAP 2000 Program) is utilized to analyse a similar model in the elastic range. Finite element models of funicular shells are developed by discretizing the shell specimens into 20 elements along x direction and 20 elements along y direction. Behaviour of funicular shells under uniformly distributed load is carried out. Conclusions are made by comparing the experimental and analytical results.]]> Wed, 22 Mar 2017 10:23:10 GMT /slideshow/experimental-and-fe-analysis-of-funicular-shells/73472776 harishbap@slideshare.net(harishbap) Experimental and FE Analysis of Funicular Shells harishbap Shells belong to the class of stressed skin structures which, because of their geometry and small flexural rigidity, tend to carry loads primarily by direct stresses acting in their plane. Concrete funicular shells of square ground plan, double curvature with 80 mm rise are analysed for uniformly distributed load (One-way action). Specimens of size 1080 mm x 1080 mm in plan with rectangular edge beam of 50 mm x 40 mm are prepared using cement concrete of grade M20 for which the mix design is carried by Indian Standard method. The precasting of the Concrete shallow funicular shell specimens is carried by masonry mould method. The specimens are prepared with thickness of 25 mm and 20 mm. The specimens are moist cured for 28 days before testing. The uniformly distributed load over the shell specimen is applied and the corresponding deflections, strains are measured. The coordinates of funicular shells are determined by developing a computer program. To relate experimental results to theory, the finite element technique (SAP 2000 Program) is utilized to analyse a similar model in the elastic range. Finite element models of funicular shells are developed by discretizing the shell specimens into 20 elements along x direction and 20 elements along y direction. Behaviour of funicular shells under uniformly distributed load is carried out. Conclusions are made by comparing the experimental and analytical results. <img style="border:1px solid #C3E6D8;float:right;" alt="" src="https://cdn.slidesharecdn.com/ss_thumbnails/ijeit141220150331-170322102310-thumbnail.jpg?width=120&height=120&fit=bounds" /> Shells belong to the class of stressed skin structures which, because of their geometry and small flexural rigidity, tend to carry loads primarily by direct stresses acting in their plane. Concrete funicular shells of square ground plan, double curvature with 80 mm rise are analysed for uniformly distributed load (One-way action). Specimens of size 1080 mm x 1080 mm in plan with rectangular edge beam of 50 mm x 40 mm are prepared using cement concrete of grade M20 for which the mix design is carried by Indian Standard method. The precasting of the Concrete shallow funicular shell specimens is carried by masonry mould method. The specimens are prepared with thickness of 25 mm and 20 mm. The specimens are moist cured for 28 days before testing. The uniformly distributed load over the shell specimen is applied and the corresponding deflections, strains are measured. The coordinates of funicular shells are determined by developing a computer program. To relate experimental results to theory, the finite element technique (SAP 2000 Program) is utilized to analyse a similar model in the elastic range. Finite element models of funicular shells are developed by discretizing the shell specimens into 20 elements along x direction and 20 elements along y direction. Behaviour of funicular shells under uniformly distributed load is carried out. Conclusions are made by comparing the experimental and analytical results.

Experimental and FE Analysis of Funicular Shells from HARISH B A

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0 Experimental and Analytical Investigation on Strength Properties of Concrete by Using Partial Replacement of Micro-Silica and Coconut Fibre in Cement /slideshow/experimental-and-analytical-investigation-on-strength-properties-of-concrete-by-using-partial-replacement-of-microsilica-and-coconut-fibre-in-cement/73472726 20658experimental-170322102147
The experiment work carried out by micro silica as a supplementary material for cement and evaluate cement for M20 grade of concrete. We are adding 0%, 5%, 10%, 15%, and 20% by weight of cement in concrete. The material chosen for structural up gradation should not pollute the environment. They should be accessible to the ordinary people and low monetary cost. Coconut fibre is abundant, versatile, renewable, cheap and more resistant thermal conductivity. Coconut fibres have the highest toughness amongst natural fibre. They have potential to be used as reinforcement in low cost concrete structures, especially in tropical earth quake region. The aim of investigation is study the possibilities to use coconut fibre in addition to other constituents of concrete and strength properties. The influence of 1%, 2% and 3% fibre content by mass of cement and aspect ratio 125, fibre cut length 2.80cm is investigated. To evaluate the effect of coconut fibres improving the properties of concrete.At 1% addition of coconut fibre, 5% silica fume with water cement ratio 0.53. compressive strength test and split tensile strength gives best result in concrete.]]>
The experiment work carried out by micro silica as a supplementary material for cement and evaluate cement for M20 grade of concrete. We are adding 0%, 5%, 10%, 15%, and 20% by weight of cement in concrete. The material chosen for structural up gradation should not pollute the environment. They should be accessible to the ordinary people and low monetary cost. Coconut fibre is abundant, versatile, renewable, cheap and more resistant thermal conductivity. Coconut fibres have the highest toughness amongst natural fibre. They have potential to be used as reinforcement in low cost concrete structures, especially in tropical earth quake region. The aim of investigation is study the possibilities to use coconut fibre in addition to other constituents of concrete and strength properties. The influence of 1%, 2% and 3% fibre content by mass of cement and aspect ratio 125, fibre cut length 2.80cm is investigated. To evaluate the effect of coconut fibres improving the properties of concrete.At 1% addition of coconut fibre, 5% silica fume with water cement ratio 0.53. compressive strength test and split tensile strength gives best result in concrete.]]> Wed, 22 Mar 2017 10:21:47 GMT /slideshow/experimental-and-analytical-investigation-on-strength-properties-of-concrete-by-using-partial-replacement-of-microsilica-and-coconut-fibre-in-cement/73472726 harishbap@slideshare.net(harishbap) Experimental and Analytical Investigation on Strength Properties of Concrete by Using Partial Replacement of Micro-Silica and Coconut Fibre in Cement harishbap The experiment work carried out by micro silica as a supplementary material for cement and evaluate cement for M20 grade of concrete. We are adding 0%, 5%, 10%, 15%, and 20% by weight of cement in concrete. The material chosen for structural up gradation should not pollute the environment. They should be accessible to the ordinary people and low monetary cost. Coconut fibre is abundant, versatile, renewable, cheap and more resistant thermal conductivity. Coconut fibres have the highest toughness amongst natural fibre. They have potential to be used as reinforcement in low cost concrete structures, especially in tropical earth quake region. The aim of investigation is study the possibilities to use coconut fibre in addition to other constituents of concrete and strength properties. The influence of 1%, 2% and 3% fibre content by mass of cement and aspect ratio 125, fibre cut length 2.80cm is investigated. To evaluate the effect of coconut fibres improving the properties of concrete.At 1% addition of coconut fibre, 5% silica fume with water cement ratio 0.53. compressive strength test and split tensile strength gives best result in concrete. <img style="border:1px solid #C3E6D8;float:right;" alt="" src="https://cdn.slidesharecdn.com/ss_thumbnails/20658experimental-170322102147-thumbnail.jpg?width=120&height=120&fit=bounds" /> The experiment work carried out by micro silica as a supplementary material for cement and evaluate cement for M20 grade of concrete. We are adding 0%, 5%, 10%, 15%, and 20% by weight of cement in concrete. The material chosen for structural up gradation should not pollute the environment. They should be accessible to the ordinary people and low monetary cost. Coconut fibre is abundant, versatile, renewable, cheap and more resistant thermal conductivity. Coconut fibres have the highest toughness amongst natural fibre. They have potential to be used as reinforcement in low cost concrete structures, especially in tropical earth quake region. The aim of investigation is study the possibilities to use coconut fibre in addition to other constituents of concrete and strength properties. The influence of 1%, 2% and 3% fibre content by mass of cement and aspect ratio 125, fibre cut length 2.80cm is investigated. To evaluate the effect of coconut fibres improving the properties of concrete.At 1% addition of coconut fibre, 5% silica fume with water cement ratio 0.53. compressive strength test and split tensile strength gives best result in concrete.

Experimental and Analytical Investigation on Strength Properties of Concrete by Using Partial Replacement of Micro-Silica and Coconut Fibre in Cement from HARISH B A

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0 Standard consistency /slideshow/standard-consistency/73472504 standardconsistency-170322101548
The basic aim is to find out the water content required to produce a cement paste of standard consistency as specified by the IS: 4031 (Part 4) – 1988. The principle is that standard consistency of cement is that consistency at which the Vicat plunger penetrates to a point 5-7mm from the bottom of Vicat mould.]]>
The basic aim is to find out the water content required to produce a cement paste of standard consistency as specified by the IS: 4031 (Part 4) – 1988. The principle is that standard consistency of cement is that consistency at which the Vicat plunger penetrates to a point 5-7mm from the bottom of Vicat mould.]]> Wed, 22 Mar 2017 10:15:48 GMT /slideshow/standard-consistency/73472504 harishbap@slideshare.net(harishbap) Standard consistency harishbap The basic aim is to find out the water content required to produce a cement paste of standard consistency as specified by the IS: 4031 (Part 4) – 1988. The principle is that standard consistency of cement is that consistency at which the Vicat plunger penetrates to a point 5-7mm from the bottom of Vicat mould. <img style="border:1px solid #C3E6D8;float:right;" alt="" src="https://cdn.slidesharecdn.com/ss_thumbnails/standardconsistency-170322101548-thumbnail.jpg?width=120&height=120&fit=bounds" /> The basic aim is to find out the water content required to produce a cement paste of standard consistency as specified by the IS: 4031 (Part 4) – 1988. The principle is that standard consistency of cement is that consistency at which the Vicat plunger penetrates to a point 5-7mm from the bottom of Vicat mould.

Standard consistency from HARISH B A

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0 Compression strength test /slideshow/compression-strength-test/73472316 compressionstrengthtest-170322101026
Compressive strength of cement is determined by compressive strength test on mortar cubes compacted by means of a standard vibration machine. Standard sand (IS:650) is used for the preparation of cement mortar. The specimen is in the form of cubes 70.6mm*70.6mm*70.6mm.]]>
Compressive strength of cement is determined by compressive strength test on mortar cubes compacted by means of a standard vibration machine. Standard sand (IS:650) is used for the preparation of cement mortar. The specimen is in the form of cubes 70.6mm*70.6mm*70.6mm.]]> Wed, 22 Mar 2017 10:10:26 GMT /slideshow/compression-strength-test/73472316 harishbap@slideshare.net(harishbap) Compression strength test harishbap Compressive strength of cement is determined by compressive strength test on mortar cubes compacted by means of a standard vibration machine. Standard sand (IS:650) is used for the preparation of cement mortar. The specimen is in the form of cubes 70.6mm*70.6mm*70.6mm. <img style="border:1px solid #C3E6D8;float:right;" alt="" src="https://cdn.slidesharecdn.com/ss_thumbnails/compressionstrengthtest-170322101026-thumbnail.jpg?width=120&height=120&fit=bounds" /> Compressive strength of cement is determined by compressive strength test on mortar cubes compacted by means of a standard vibration machine. Standard sand (IS:650) is used for the preparation of cement mortar. The specimen is in the form of cubes 70.6mm*70.6mm*70.6mm.

Compression strength test from HARISH B A

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0 Fineness test on cement /slideshow/fineness-test-on-cement/73403744 finenesstestoncement-170321093559
Fineness is tells about the particle distribution of cement. Fineness of is cement expressed in terms of total surface area of unit weight of of cement. Tests 1) Sieve analysis ------->I.S.sieve NO.9 is used to test----->permissible limit for OPC is not more than 10% retained on I.S.SIEVE NO.9 2) Air permeability tests----->most commonly used in India is "BLAINE AIR PERMEABILITY TEST" ]]>
Fineness is tells about the particle distribution of cement. Fineness of is cement expressed in terms of total surface area of unit weight of of cement. Tests 1) Sieve analysis ------->I.S.sieve NO.9 is used to test----->permissible limit for OPC is not more than 10% retained on I.S.SIEVE NO.9 2) Air permeability tests----->most commonly used in India is "BLAINE AIR PERMEABILITY TEST" ]]> Tue, 21 Mar 2017 09:35:59 GMT /slideshow/fineness-test-on-cement/73403744 harishbap@slideshare.net(harishbap) Fineness test on cement harishbap Fineness is tells about the particle distribution of cement. Fineness of is cement expressed in terms of total surface area of unit weight of of cement. Tests 1) Sieve analysis ------->I.S.sieve NO.9 is used to test----->permissible limit for OPC is not more than 10% retained on I.S.SIEVE NO.9 2) Air permeability tests----->most commonly used in India is "BLAINE AIR PERMEABILITY TEST" <img style="border:1px solid #C3E6D8;float:right;" alt="" src="https://cdn.slidesharecdn.com/ss_thumbnails/finenesstestoncement-170321093559-thumbnail.jpg?width=120&height=120&fit=bounds" /> Fineness is tells about the particle distribution of cement. Fineness of is cement expressed in terms of total surface area of unit weight of of cement. Tests 1) Sieve analysis ------->I.S.sieve NO.9 is used to test----->permissible limit for OPC is not more than 10% retained on I.S.SIEVE NO.9 2) Air permeability tests----->most commonly used in India is "BLAINE AIR PERMEABILITY TEST"

Fineness test on cement from HARISH B A

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0 https://public.slidesharecdn.com/v2/images/profile-picture.png https://cdn.slidesharecdn.com/ss_thumbnails/ijetae091543-170322102821-thumbnail.jpg?width=320&height=320&fit=bounds harishbap/the-mechanical-properties-of-concrete-incorporating-silica-fume-as-partial-replacement-of-cement The Mechanical Propert... https://cdn.slidesharecdn.com/ss_thumbnails/ijesit20150507-170322102422-thumbnail.jpg?width=320&height=320&fit=bounds slideshow/finite-elementanalysis-of-doubly-curved-thin-concrete-shells/73472824 Finite ElementAnalysis... https://cdn.slidesharecdn.com/ss_thumbnails/ijeit141220150331-170322102310-thumbnail.jpg?width=320&height=320&fit=bounds slideshow/experimental-and-fe-analysis-of-funicular-shells/73472776 Experimental and FE An...