Wednesday, 25 April 2018

Quarry Mud as Partial Replacement for Fine Combination (Sand) in Concrete

Quarry Mud as Partial Replacement for Fine Combination (Sand) in Concrete

DOI: 10.4236/oalib.1104529, PP. 1-16
Subject Areas: Civil Engineering
Keywords: Quarry Mud, Red Mud, Compressive Strength
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Abstract

Concrete production has resulted inside the accumulated that has to be compelled to confirm substitute material to sand as inside the assembly of concretes. Quarry mud, a by-product from the crushing methodology throughout production activities is one in each of such materials. Granite fines or rock mud can be a by-product obtained throughout crushing of granite rocks to boot observed as quarry mud. In recent days, there have been additionally several trials to use ash, academic degree industrial by product as partial replacement for cement to possess higher workability, future strength and to make the concrete lots of economically accessible. This gift work could be a trial to use Quarry mud as partial replacement for sand in concrete. Trials are created to review the properties of concrete and to research some properties of Quarry mud, the standard of those properties to alter them to be used partial replacement materials for sand in concrete.
Cite this paper
Aswinpalaniappan, S. and Panneerselvam, G. (2018). Quarry Mud as Partial Replacement for Fine Combination (Sand) in Concrete. Open Access Library Journal, 5, e4529. doi: http://dx.doi.org/10.4236/oalib.1104529.
References

[1]  Abou-Zeid, M.N. and Fakhry, M.M. (2003) Short-Term Impact of High Aggregate Fines Content on Concrete Incorporating Water-Reducing Admixtures. ACI Materials Journal, 100, 280-285.
[2]  Ahmed Ahmed, E. and Ahemed Kourd, A.E. (1989) Properties of Concrete Incorporating Natural and Crushed Stone Very Fine Sand. ACI Material Journal, 86, 417-424.
[3]  Ahn, N. (2000) An Experimental Study on the Guidelines for Using Higher Contents of Aggregate Microfines in Portland Cement Concrete. PhD Dissertation, University of Texas, Austin.
[4]  Ahn, N. and Fowler, D.W. (2001) An Experimental Study on the Guidelines for Using Higher Contents of Aggregate Microfines in Portland Cement Concrete. International Center for Aggregates Research, Research Report ICAR 102-1F, 435.
[5]  Ahn, N. and Fowler, D.W. (2002) The Effects of High Fines on the Properties of Concrete. ICAR 10th Annual Symposium: Aggregates Asphalt Concrete, Portland Cement Concrete, Bases and Fines, 14-17 April 2002, Baltimore, 15 p.
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Sunday, 4 February 2018

3-D printing improves cell adhesion and strength of PDMS polymer

3-D printing improves cell adhesion and strength of PDMS polymer

Date:
January 22, 2018
Source:
Penn State
Summary:
Combining two different polymer forms can switch manufacturing of silicone parts from molding, casting and spin coating of simple forms to 3-D printing of complex geometries with better mechanical characteristics and better biological adhesion, according to a team of researchers.

A nose created using 3-D printing of PDMS from National Institutes of Health 3-D Print Exchange.
Credit: Ibrahim Tarik Ozbolat Lab / Penn State
Combining two different polymer forms can switch manufacturing of silicone parts from molding, casting and spin coating of simple forms to 3-D printing of complex geometries with better mechanical characteristics and better biological adhesion, according to a team of Penn State researchers.
"So far, PDMS (polydimethylsiloxane, or silicone) has limitations in formability and manufacturing of devices," said Ibrahim T. Ozbolat, Hartz Family Associate Professor of Engineering Science and Mechanics and bioengineering. "Most research is done using casting or micro molding, but this fabrication yields materials with weak mechanical properties and also weak cell adhesion. Researchers often use extracellular proteins like fibronectin to make cells adhere."
PDMS is used to make lab-on-a-chip devices, organ-on-a-chip devices, two- and three-dimensional cell culture platforms, and biological machines. The material is more commonly seen as heat-resistant silicone spatulas and flexible baking pans, but these are geometrically simple and can easily be molded. If the material is used for growing tissue cultures or testing, the geometries become much smaller and more complex.
For any material to serve as "ink" in a 3-D printer, it must be able to go through the printing nozzle and maintain shape once it is deposited. The material cannot spread, seep or flatten or the integrity of the design is lost. Sylgard 184, an elastomer of PDMS, is not viscose enough to use in 3-D printing -- the material simply flows out of the nozzle and puddles. However, when it is mixed with SE 1700, another PDMS elastomer, in the proper ratio, the mixture is printable.
"We optimized the mixture for printability, to control extrusion and fidelity to the original pattern being printed," said Ozbolat.
The researchers optimize the mixture to take advantage of a materials property called "shear thinning." They report their results in this month's issue of ACS Biomaterials Science & Engineering.
While most materials become more viscose under pressure, some materials have the opposite, non-Newtonian response, becoming less viscose. This is perfect for 3-D printing because a fluid that is viscose enough to sit in the nozzle then becomes less viscose when the pressure of pushing out the "ink" occurs. As soon as the material leaves the nozzle, it regains its viscosity and the fine threads placed on the object retain their shape.
PDMS, when molded, has a smooth surface. The material is also hydrophobic, meaning it does not like water. Add those two properties together and the molded surface of PDMS is not an easy place for tissue cells to adhere. Researchers frequently use coatings to increase cell adherence. 3-D-printed surfaces, because they are made up of thousands of tiny strands of PDMS, have minute crevices that offer cells a place to stick.
To test the fidelity of 3-D printing with PDMS, the researchers obtained patterns for biological features -- hands, noses, blood vessels, ears, and femoral head, from the National Institutes of Health 3-D Print Exchange. Using these patterns they 3-D printed a nose. Organs like this can be printed without support materials and include hollow cavities and complex geometries.
"We coated the PDMS nose with water and imaged it in an MRI machine," said Ozbolat. "We compared the 3-D reconstructed nose image to the original pattern and found that we had pretty decent shape fidelity."
Because PDMS is forced through a nozzle for printing, the number of bubbles in the final material is far less than with molding or casting. Passing through a micrometer size needle removes most of the bubbles.
"When we compared the mechanical signatures of molded or cast PDMS with 3-D printed PDMS, we found the tensile strength in the printed material was much better," said Ozbolat.
Because the PDMS materials are being printed, they could be incorporated with other materials to make one-piece devices composed of multiple materials. They could also incorporate conductive materials to enable functionalized devices.
Other researchers on this project were Veli Ozbolat, postdoctoral fellow in engineering science and mechanics; Madhuri Dey, doctoral students in chemistry; Bugra Ayan, doctoral student in engineering science and mechanics; Adomas Povilianskas, bachelor's/master's student in engineering science and mechanics; and Melik C. Demirel, professor of engineering science and mechanics.
The Scientific and Technological Research Council of Turkey and the Turkish Ministry of National Education supported this work.
Story Source:
Materials provided by Penn State. Original written by A'ndrea Elyse Messer. Note: Content may be edited for style and length.
Journal Reference:
  1. Veli Ozbolat, Madhuri Dey, Bugra Ayan, Adomas Povilianskas, Melik C. Demirel, Ibrahim T. Ozbolat. 3D Printing of PDMS Improves Its Mechanical and Cell Adhesion Properties. ACS Biomaterials Science & Engineering, 2018; DOI: 10.1021/acsbiomaterials.7b00646
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Friday, 19 January 2018

Non-Destructive Imaging of Water Permeation through Cementitious Materials Using MRI

Non-Destructive Imaging of Water Permeation through Cementitious Materials Using MRI
In this study, water permeation through building material materials was discovered exploitation resonance imaging (MRI). The influence of cement sort on the resonance signal was studied after deciding the parameters needed for imaging. Consequently, adequate imaging of water pervasive through hardened cement paste (HCP) created with white hydraulic cement was achieved, whereas water permeation through standard Portland cement-based HCP yielded poor signal. HCPs maintained at varied levels of ratio (RH) were discovered, and also the signal was detected solely from those maintained at associate RH of upper than eighty fifth. The water permeation depths in HCP were discovered by exploitation tomography, and also the measured depths were compared to those measured via a spraying water detector on the split surface of the specimens. As a result, smart agreement was confirmed between the 2 ways. in addition, tomography was applied to concrete specimens; though it absolutely was found that water wasn't detected once a light-weight mixture was used, water permeation through concrete with rock mixture was detectable via tomography. tomography can facilitate in understanding however water permeation causes and accelerates concrete deterioration like re bar corrosion and phase change and thawing..
About The Author:
Sp.Aswinpalaniappan M.E.,*
Member of American Concrete Institute
Sri Raaja Raajan College of Engineering and Technology

Karaikudi, Tamil Nadu 630301
on 3 comments:

Wednesday, 17 January 2018

Practical Aspects of the Design and Construction of a Small Cable Roof Structure

Practical Aspects of the Design and Construction of a Small Cable Roof Structure

Cable roof structures have only become widespread in large span structures in the latter part of the twentieth century. However, they still represent a relatively new form of roof construction, especially as in the present case of a small span innovative structural solution. The contribution of this text to the structural engineering community lies in the increased interest in building simple cable roof structures. Since its completion in September 1996, this small cable roof structure has been recognized as an interesting architectural and structural example. The text describes aspects of the design and construction of a small cable roof that was designed as a roof for an open-air theater stage for the city of Sao Jose do Rio Pardo, Sao Paulo, Brazil. A cable network, in the shape of a hyperbolic paraboloid surface, is anchored in a reinforced concrete edge ring. The projection of the ring’s axis onto the ground plane is an ellipse. Workers with specialized training were employed in the various stages of the construction, which was completed in September 1996.
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Effect of Eccentric Shear Stiffness of Walls on Structural Response of RC Frame Buildings

Effect of Eccentric Shear Stiffness of Walls on Structural Response of RC Frame Buildings
Author(s)    
Current research study consists of determining the optimum location of the shear wall to get the maximum structural efficiency of a reinforced concrete frame building. It consists of a detailed analysis and design review of a seven-story reinforced concrete building to understand the effect of shear wall location on the response of reinforced concrete structures when subjected to different earthquake forces. Three trail locations of shear walls are selected and their performance is monitored in terms of structural response under different lateral loads. Required objectives are achieved by obtaining design and construction drawings of an existing reinforced concrete structure and modeling it on Finite Element Method (FEM) based computer software. The structure is redesigned and discussed with four different configurations (one without shear wall and three with shear walls). Main framing components (Beams, Columns and Shear walls) of the superstructure are designed using SAP 2000 V. 19.0 whereas substructure (foundation) of RC building was designed using SAFE. American Concrete Institute (ACI) design specifications were used to calculate the cracked section stiffness or non-linear geometrical properties of the cracked section. Uniform Building Code (UBC-97) procedures were adopted to calculate the lateral earthquake loading on the structures. Structural response of the building was monitored at each story level for each earthquake force zone described by the UBC-97. The earthquake lateral forces were considered in both X and Y direction of the building. Each configuration of shear wall is carefully analyzed and effect of its location is calibrated by the displacement response of the structure. Eccentricity to the lateral stiffness of the building is imparted by changing the location of shear walls. Results of the study have shown that the location of shear wall significantly affects the lateral response of the structure under earthquake forces. It also motivates to carefully decide the center of lateral stiffness of building prior to deciding the location of shear walls.
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Tuesday, 16 January 2018

A PARTIAL REPLACEMENT OF COARSE AGGREGATE BY SEASHELL

A PARTIAL REPLACEMENT OF COARSE AGGREGATE BY SEASHELL
Partially replacement of coarse aggregate in sea shell used material for   creating  new product.
In this project we are going to replace of coarse aggregate of 40% to sea shell 60% is to be fixed.
When the coarse aggregate is replaced with 10% 20% 30%  by seashell.
When the design mix used to execute the  project is m20 grade of concrete.
The m20 grade concrete refer code book for indian standard code for conventional and seashell concrete.
Water cement ratio is maintained for this mix design is 0.5.
About The Author:
Sp.Aswinpalaniappan M.E.,*
Member of American Concrete Institute
Sri Raaja Raajan College of Engineering and Technology
Karaikudi, Tamil Nadu 630301
on 3 comments:

LIST OF SYMBOLS

LIST OF SYMBOLS

  1. A                     =           Area (mm2)
  2. Ac                       =           Area of concrete (mm2)
  3. Ag                       =           Area of section (mm2)
  4. D                  =           Overall depth(mm)
  5. d                    =           Effective depth (mm)
  6. Fy                  =           Characteristic strength of steel (N/mm2)
  7. Fck                =           characteristic cpmpressive strength (N/mm2)
  8. UL                 =           Factored Load (KN)
  9. LL                 =           Live load           (KN)
  10. T                   =            Shear stress in concrete (N/mm2)
  11. tv                  =            Nominal shear ( N/mm2)
  12. M.F                =            Modification factor
  13. B.V                 =            Basic value
  14. Vu                  =            Design shear stress force (N/mm2)
  15. W                   =            Total load (Kn)
  16. Wu           =            Factored load (KN)
  17. Ø Ast         =       Area of steel Required
  18. Ø Asc        =       Area of one bar
  19. Ø W         =       Total load on the slab (or) Beam
  20. Ø w           =       Uniformly distribution load/meter length
  21. Ø leff          =       Effective length
  22. Ø d            =       Effective Depth
  23. Ø Mmax      =       Maximum shear force
  24. Ø Ï„v           =       Nominal shear force
  25. Ø Ï„c            =       Safe shear force
  26. Ø Sv           =       Stirrups spacing along the length of the bar
  27. Ø M.R      =       Moment of Resistance
  28. Ø Fy           =       Characteristic strength of steel
  29. Ø D.L       =       Dead Load
  30. Ø I.L         =       Imposed Load
  31. Ø Lx            =       Effective length along shorter span
  32. Ø Ly            =       Effective length along long span
  33. Ø Ф           =       Diameter of bar
  34. Ø M.F       =       Modification of Factor
  35. Ø B.V       =       Basic Value
  36. Ø P           =       Axial load
  37. Ø SBC      =       Soil Bearing Capacity
  38. Ø BM       =       Bending Moment
  39. Ø Ms        =       Modular ratio
  40. Ø K           =       Constant
  41. Ø L           =       Clear span
  42. Ø A           =       Area of footing or column
  43. Ø b            =       Breadth
  44. Ø Fck         =       Characteristic compressive strength of concrete
  45. Ø Fy                    =       Characteristic strength of steel
  46. Ø Wu        =       Design load
  47. Ø Asc        =       Area of compression steel
  48. Ø Ag         =       Area of cross section
  49. Ø Pu                          =       Axial load on the member
  50. Ø λ           =       Slenderness ratio of the column
  51. Ø ld           =       Development length

About The Author:
Sp.Aswinpalaniappan M.E.,*
Member of American Concrete Institute
Sri Raaja Raajan College of Engineering and Technology
Karaikudi, Tamil Nadu 630301
on 4 comments:

TO STRENGTHING COMPRESSIVE STRENGTH OF CONCRETE BY PARTIALY REPLACEMENT OF FINE AND COARSE AGGREGATE USING BY DEMOLISED WASTE WITH FIBERS

TO STRENGTHING COMPRESSIVE STRENGTH OF    CONCRETE BY PARTIALY REPLACEMENT OF  FINE AND COARSE AGGREGATE USING                                 BY DEMOLISED WASTE WITH FIBERS
Growing demand of infrastructure to meet the need of increased population to city centers result in construction of new building and roads this result in increased consumption of natural aggregate also produce huge quantum of demolished concrete. This waste is generally dumped in landfills which are at far distances in urban area. Transportation of this waste thus creates the economical and environment problems to overcome these problems idea of recycled aggregate has started and is active area of research. Recycled of this debris can make a contribution to reduce to total environment impact of a building sector. me demolished waste components include Portland cement concrete.

          In this study to evaluate the performance and strength characteristic of replacement concrete by demolition waste partial replacement of demolish waste tiles and crushing rock powder instead of course aggregate respective for our project 10% ,15% , 20% Replacement of demolished waste concrete cube  molded  & performances are checked compare with concrete demolish waste concrete obtained 24.4KN/m2  for 2o% replacement of coarse and fine aggregate replacement by Tiles and Crusher rock powder.
About The Author:-
Sp.Aswinpalaniappan M.E.,*
Member of American Concrete Institute
Sri Raaja Raajan College of Engineering and Technology
Karaikudi, Tamil Nadu 630301
on 5 comments:

Monday, 13 November 2017

6 Steps To Planning A Successful Building Project

6 Steps To Planning A Successful Building Project

There’s a strong temptation to dive straight into home remodeling projects. The sooner you start, the sooner you’ll be done, right? Unfortunately, it doesn’t work that way if you haven’t done some essential planning up front. Each design professional and contractor runs his or her business in a different way, but homeowners usually need to follow the same steps to get to the construction phase.
Here are six crucial steps to help you plan for a successful home renovation, and the reasons they're so important for any project.
1. Choose a design professional. To create a plan and detailed scope of work, most homeowners hire either an architect or interior designer, and sometimes both. Every company does things a little differently, and design licensing varies in each state. Many designers work on projects that don’t involve major structural work or additions, and also offer assistance with material and color selections. Architects may take on a wide range of work, or work only on floor plans and permits, and leave the details of the electrical plan, baths and kitchen to another designer.
Selecting a design professional usually starts with an in-person meeting, which can take a few weeks depending on how many companies you are interviewing. This is your opportunity to understand the services that each firm offers and make sure they match up with what you are expecting. It’s also critical that you have a budget for your project in mind that you communicate clearly to the firm you hire, so the design can align with what you are planning to invest.
2. Create a plan. After choosing a design firm, it's time to start making a plan. There are usually at least two and sometimes three good ways to reach your design goals.
The plans are called schematic designs; they usually involve a rough layout of the floor plan and some simple views of the exterior of the home if there is an addition. It takes time for the design professional to work these out, and then usually another week or two for the homeowners to consider them and make decisions. If the project is larger or the homeowners want additional changes made to the schematics, this initial design phase can take several months.
3. Interview contractors. Contractors are frequently brought into the process once a final schematic design has been selected. Usually there is at least a general idea of how the home will look from the outside, a dimensioned floor plan and some preliminary material selections. With this much information, it’s possible to provide preliminary estimates of cost.
Contractors are often asked to estimate the schematic design as part of the interview process. It may take a couple of weeks to set up the interviews and generally at least two to three weeks after interviews to receive the estimates. Altogether it could take four to six weeks to interview candidates and receive estimates. After that you may want to call references, visit jobsites or do additional research before making a decision about the contractor you will hire.
4. Go shopping while others are engineering. Love to shop or hate to shop? This may determine whether you enlist a designer to help with your material selections. Even those who like to shop may be overwhelmed by all the options and want professional input. Do not underestimate the number of things that need to be selected, from doorknobs and windows to countertops and light fixtures. To really keep a handle on your project cost, it’s best to select every last thing ahead of construction. This will allow your contractor to tell you the prices for what you’d like and properly schedule material purchases based on lead times.
Allow yourself one to two months to choose everything. While you are shopping for tile and hardwood floors, your architect or designer will finalize construction drawings, work with a structural engineer on how the project will be built and put in the details required for permitting. If it all goes well, you will work on this step and the previous one concurrently and finish at the same time.
5. Get your permits. Depending on the scope of your project and where it’s located, permitting can take a day, months or even years. You should have some idea ahead of filing for permits about the length of the process, which will allow you to identify a likely start date for your project. Permit fees can range from a few hundred dollars to thousands of dollars, depending on where you live and how big your project is.
6. Ready, set ... With the plan submitted for permits and material selections made, your contractor will be able to finish up pricing and write up a contract for construction. If the selected materials cost more than the budget allows, there may be a round of “value engineering,” which means changing scope of work or materials to reduce cost. By the time the contract is signed, your contractor will have identified the longer-lead items (like cabinets, windows, doors, tile and sometimes plumbing or electrical fixtures) and may even have them on order ahead of the start of construction, depending on the timing of your project.
By the time all of these steps are complete, it may be four to six months or even more since you started talking with design professionals.
The planning process can be lengthy, but each step you take will put you closer to starting your project with a clear vision of what’s to come. That investment of time on the front end means your entire construction team — design professional, contractor and you — can start the project on the same page with a clearly articulated plan. That makes it much easier say, “Go!” without any hesitation.
About The Author:-
Sp.Aswinpalaniappan M.E.,*
Member of American Concrete Institute
Sri Raaja Raajan College of Engineering and Technology
Karaikudi, Tamil Nadu 630301
on 1 comment:

Sunday, 12 November 2017

NOVEL COLD-FORMED STEEL STRUCTURAL SYSTEMS FOR MULTI-STOREY BUILDINGS

NOVEL COLD-FORMED STEEL STRUCTURAL SYSTEMS FOR MULTI-STOREY BUILDINGS

Supervisor: Dr Iman Hajirasouliha

Increasing world population and natural resource limitations has led to a growing demand for more efficient structural systems to achieve a sustainable economy and society. Cold-formed steel (CFS) 
structural systems are increasingly adopted as primary or secondary structural members in modern building construction because of their light weight, speed of construction, recyclability, and sustainability. However, the inherently low buckling resistance of thin sections results in relatively low strength and ductility in CFS elements, which limits their performance in tall buildings and under extreme loading events.

The main aim of this research is to enhance strength and ductility of CFS structural systems (elements 
and connections) to increase their resistance and overall safety under extreme loading events, through the development of special connections and high-performance dual wall-frame systems. This will lead to more cost-effective and resilient structural systems for multi-storey buildings especially in seismic regions. The work will involve analysis, design and computer modelling.
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