Esi 1020 Cold Rolled Steel

Esi 1020 Cold Rolled Steel
1) Of all the sample materials tested during the lab, the AISI–1020 Cold Rolled Steel was found to be the strongest. Moreover, between the two
samples of AISI–1020 Cold Rolled steel, the sample without the neck was found to be stronger. This was observed by calculating the ultimate tensile
strength for all the samples used during the experiment. As a result, the higher the ultimate tensile stress the material endured, the stronger the material
was. The ultimate tensile stress calculated for the AISI–1020 Cold Rolled was 563 MPa which was the highest of all. Therefore, concluding that the
AISI–1020 Cold Rolled without a neck region was the strongest material. As for ductility, the material with most ductility was found to be the
thermoplastic polymer (HDPE). Two tests were conducted on the HDPE samples at different speeds. As a result, the HDPE sample pulled at lower
speed exhibited greater ductility. Ductility was calculated by obtaining the percent elongation of each material sample. This correlates with the idea
that the material that deforms the most before fracture, possesses greater ductility. The highest percent elongation obtained was 191,... Show more
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For example, the cold and hot rolled steel, 1095 steel and the aluminum alloy samples consisted of metallic bonds while the HDPE samples consisted
of covalent bonds. Metallic bonds are generally good ductility, strength and electrical conductivity1. One specific characteristic of metallic bonds
from other primary atomic bonds is that it joins a bulk of metal atoms together. Moreover, their valence electrons delocalize and form a sea of
electrons by the donation of valence electrons of its electropositive atoms1. As the experiment confirmed, metallic bonds attractive forces and the
bonding bulk of metal atoms give metals great strength. Moreover, its malleability and easy break of local bonds also make metallic bonds have good
... Get more on HelpWriting.net ...

Residual Stress in Structural Steel Members Essay
During testing it was noted that in every case the actual measured thickness of the specimens was somewhat larger than the nominal value, suggesting
that the length measurement uncertainty was 0.08, mm for 3D laser scanner, for detailed description Ref. [16]. This was true to the greatest extent
when producing structural steel in transverse direction, whereby the actual thickness was on average 9.8% larger than the nominal value, as compared
with an average of 5.6% larger in longitudinal direction, for IPE360 profile. However, as the calculated values for tensile properties, presented in the
following sections, take into account the actual thickness of the specimen, these differences between actual and nominal dimensions will not affect...
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6, the modulus extracted from the experimental stress–strain curve of IPE360 profile changes from 197.50 GPa to 205.53 GPa and of IPE400 profile
from 199.10GPa to 204.83 GPa as the longitudinal and transverse orientation, respectively. The mean of transverse specimen in this study is higher
than longitudinal value, although the difference is small (2%). For the coefficient of variance found 0.024, which corresponds to a standard deviation
of 4.81 GPa, which is summarized in Tab. 3. The specimen ID1 and ID3, which have different gauge lengths, widths and thickness and strain rate, are
almost the same indicating that the gauge length may not have an effect on modulus, which is clearly shown in Fig. 6 and Tab. 3. Comparing the
specimens ID1 and ID2, which have the same gauge length of 80 mm with strain rate 0.00007s–1 but different specimen orientation, it is seen that the
modulus in longitudinal direction have 1.0% higher value than the transverse direction. Comparing the specimens ID1 and ID4, which have different
gauge lengths, width, thickness, the variation of average measured modulus is 2.5 GPa for all strain rate, indicating the effect of varying parallel
length, gauge width, grip area and orientation of specimen. If the variations that occurred during machining and testing are taken into account, it would
be reasonable to suggest that the varying geometry does not have a significant effect on the modulus of structural steel. Additional, it is seen that the
measured

The Tenile Test: An Analysis Of The Tensile Force
The tensile test, as known as the "tension test", is one of a most fundamental type of mechanical test that used on a material. Tensile test is really
inexpensive which makes this test more preferable.
From tensile test, how the material will react to forces being applied in tension can be determined. As the material is pulled by machine, material's
strength can be found along its elongation.
From the stress–strain curve of the tensile test, the values which can be found are Modulus of Elasticity, Yield Strength, theTensile Strength, Percentage
of Elongation and the Reduction in Area. Also the Toughness, Resilience, Poisson's ratio can be found by using the tensile test.
In the report, these values will be found by doing the calculations and in the Results and Discussion part of the report, these calculations will be
explained and discussed. This experiment is made with two different specimens.(one is made from aluminum and the other is made from steel) ... Show
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Specimen's raw material = Aluminum Specimen's raw material = Steel
Diameter of specimen = 12 mm Diameter of specimen = 15 mm
Gage length = 59 mm Gage length = 84 mm
Final Gage length = 69 mm Final Gage length = 95 mm
After fracture :
Max.load = 39.56276(kN) Max.load = 86.94378 (kN)
Max.stress = 349.8033 (MPa) Max stress = 492 (MPa)
в†’Theory of Experiment
Formulas That Will Be Used in Lab Report
Engineering Stress Пѓ =

The Experimental Results And Test Parameters
The experimental results depend on a combination of test parameters, structural parameters and materials parameters. For the complete stress–strain
curve, the test parameters are difficult to be separated from the material and structural parameters. The softening behavior of concrete, as found in
laboratory tests, depends strongly on structural aspects such as specimen dimensions, boundary conditions and feed–back signal. And it also depends
on test parameters such as testing machine characteristics, friction restraint between loading plates, allowable rotations of loading plates before and
during the test and loading rates as well as on the concrete composition. Uniaxial compression tests on cubes and cylinders, with different heights, have
shown that a stress–strain curve of concrete is not a material property but a mix of structural and material behavior.
4.2.5. Tensile splitting strength and modulus of rupture:
The test is carried out for three foam balls lightweight concrete cubes specimens of size 150 x150 x 150 mm for tensile splitting strength. The
Universal testing machine is used for the test. This test refers to the split cube test, indirectly measures the concrete tensile strength. It is done by applied
a compression the cube through a line load along its length. Tensile strength is considered one of the important basic properties of the concrete.
Concrete is not usually expected to desinged resisting the direct tension. That is because of its brittle nature and

Undrained Triaxial Test
SCHOOL OF CIVIL ENGINEERING AND CONSTRUCTION
FACULTY OF SCIENCE, ENGINEERING & COMPUTING
Geotechnical Engineering 1
LEVEL: 5MODULE: CE2045
Quick Un–Drained Triaxial Test
Report Author: Keith
GROUP MEMBERS:Ahmed Ahmed K1034749 Villamar Rodriguez K0916719
DATE OF EXPERIMENT:4 February 2013
* Table of ContentsPage *
1Introduction and Objectives2
2Experimental Results7 2.1Raw Results7 2.2Graph8 2.3Final Results9
3Analysis and Discussion10 3.1Meaning of Results10
4Conclusion11
5References12
6Appendices13
Introduction & objectives
The Tri–Axial test is a widely practiced ... Show more content on Helpwriting.net ...

Graph 1 shows the failure peak points of the samples. It is important to note that the specimens tested at 100 kN/m2 and 200 kN/m2 reacted similarly,
showing similarly shaped graphs to their peak and then descending gradually till they tail off. However, the 3rd specimen showed a steep ascend to
it's failure point and then descends steeply afterward as compared to the first two samples. The constant changes within the first ascending parts of the
graph for all samples may be indication of the soil samples settling to the pressure or filling in the

Integration Between Artificial Neural Networks And...
Integration between Artificial Neural Network and Responses Surfaces Methodology for Modeling of Friction Stir welding
A.M. Khourshid 1, Ahmed. M. El–Kassas1 and Ibraheem Sabry 2
1(Prof. Dr. Production Eng., Faculty of Eng., Tanta University
2 (post gradual, Production Eng., Faculty of Eng., Tanta University
Abstract– The objective of this work was to investigate the mechanical properties in order to demonstrate the feasibility of friction stir welding for
joining Al 6061 aluminum alloy welding was performed on pipe with different thickness 2 ,3 and 4mm,five rotational speeds (485,710,910,1120,1400
and1800) RPM and a traverse speed (4,8 and 10)mm/min was applied. This work focuses on two methods such as artificial neural networks(ANN)
using software (pythia) and response surface methodology (RSM) to predict the tensile strength, the percentage of elongation and hardness of friction
stir welded 6061 aluminum alloy. An artificial neural network (ANN) model was developed for the analysis of the friction stir welding parameters of
Al 6061aluminum pipe.
The tensile strength, the percentage of elongation and hardness of weld joints were predicted by taking the parameters Tool rotation speed, material
thickness and travel speed as a function. A comparison was made between measured and predicted data. Response surface methodology (RSM) also
developed and the values obtained for the response Tensile strengths, the percentage of elongation and hardness are compared with

Fabrication, And Testing Of Composites Essay
The purpose of this lab is was to expose students to the manufacturing, fabrication, and testing of composites. In addition, it provides students with
experience analyzing tensile and bending failures of composites. Three tensile specimens and two bend test specimens were tested during this lab. The
tensile specimens were a wet lay–up of bi–directional E–glass, and the bend specimens were made up of a nomex honeycomb core with pre–preg
uni–carbon faces. The three tensile specimens were tested, their elastic modulus and ultimate tensile strength calculated, and these value were compared
to published approximately equivalent material properties. The two bend test specimens were tested, their face bending stresses were calculated, the
shear stress in the core was calculated, and the bending and shear stresses were compared to published approximately equivalent material properties. A
failure mode analysis was conducted for both the tensile and bend test specimens. This report summarizes the theory, procedure, and machines
associated with the lab. Furthermore, it graphically and verbally displays the results draw from lab, and provides conclusions to improve the lab in the
future.
Background
A composite material is a combinant of more than one material where each material retains its own material properties. Composite materials are used
throughout modern society and in nature because they provide material properties that individual materials could not provide on their own.

The Utilization Purpose Of Lightweight Concrete
2.1.3.2.2. The utilization purpose:
Lightweight concrete can also be classified according to the purpose of utilizing as: i) Structural lightweight concrete has cylinder compressive
strength at 28 days equal or more than 17 MPa and the approximate density range is about 1400–1800 kg/m3. ii) Masonry concrete (structural
/ insulating lightweight concrete) has a compressive strength between 7–14 MPa and density range 500–800 kg/m3. iii) Insulating concrete has a
compressive strength between 0.7–7 kg/m3 and density lower than 800 kg/m3. (Neville and Brooks, 2010; Slaby, Aziz and Hadeed, 2008)
Lightweight concrete mixes can be designed to have strengths that comparable to those of normal weight concrete (NWC), as shown in table (2.2). As
the strength of lightweight concrete increases, there is a structural purpose to use material which can lessen the dead load of concrete structures and
increase span lengths. (Martinez, 1984)
Type of ConcreteApproximate Unit Weight, (kg/m3)Approximate Strength, (MPa)
Normal Strength, Normal Weight2322.9< 35
Medium Strength, Normal Weight2322.935– 55
High Strength, Normal Weight2322.935–80
Normal Strength, Lightweight1842.3< 27
Medium Strength, Lightweight1842.327– 40
High Strength, Lightweight1842.340– 60
Table (2.2): Concrete classification (Martinez, 1984)
2.1.4. Comparison of foamed concrete and normal concrete:
The characteristics of foamed concrete and normal concrete are summarized in table (2.3). (Khan, 2014)
Parameters

Alter The Shape Of A Loaded Member And Explain The Possible
alter the shape of a loaded member and explain the possible effect of excessive stress on a structural member. Annotated sketches are essential.
Scenario:
A large derelict building is to be converted into industrial storage. The building contains an external hoist that was used to raise loads to the top floor of
the structure. The building appears structurally secure but the local planning office requires evidence of some structural calculations before awarding
planning permission.
To the right is an image of a building with an external hoist that has a safety mesh guard around where the cable lifts. The hoist may be used to carry
materials or objects from a lower floor of a building to a higher up floor within the building which may ... Show more content on Helpwriting.net ...
A parallel force includes at least two forces where all lines of action are parallel.
(c) Explain the difference between point loads and uniformly distributed loads. Include annotated pictorial diagrams
Point Load – In the field of engineering, a point load is a load applied to a single, specific point on a structural member. It is also known as a
concentrated load, and an example of it would be a hammer hitting a single nail into a beam.
Uniformly Distributed Load – A UDL, or a uniformly distributed load, has a constant value, for example, 1kN/m; hence the "uniform" distribution of
the load. Each uniformly distributed load can be changed to a simple point force that can be used to determine the stresses in an object. A uniformly
distributed load can be drawn by using arrows and lines. First, the vectors must be drawn along where the load acts and must be connected with tails. A
single line must connect the vectors together and represent the force point. The line should be horizontal.
What is the difference between a Point Load and a Uniformly Distributed Load?
A point load is a load which acts over a small distance. Because of concentration over small distance this load may be considered as acting on a point.
Point load is denoted by P and symbol of point load is arrow heading downward whereas a distributed load is one that acts over a considerable length or
you can say "over a length which is

Engineered System Material
ENGINEERED SYSTEM (MATERIAL) Lab Report 2– Tensile Test Introduction
..........................................................................................................................................3 Objective
.................................................................................................................................................3 Procedure: Carrying out experiment
.........................................................................................3
Graphs......................................................................................................................................................4–6
Results......................................................................................................................................................7
Calculation..............................................................................................................................................7–11 Tabulated
Result..................................................................................................................................12
Discussion...............................................................................................................................................12–14
Conclusion...............................................................................................................................................14 References

Concrete Structure Of Concrete Structures
The behaviour of concrete under a load is an important phenomenon that has to be considered while evaluating and analysing concrete structures.
Concrete is one of the most widely used construction materials in the world. So it is essential to understand what concrete is and the properties
associated with it. For more than 200 years, this artificial conglomerate stone made up of cement, water and aggregates, has been accepted for its
long–lasting and dependable nature. In addition to durability, its superior energy performance, flexibility in design and affordability are some of other
important aspects of concrete. (Naik, 2008).
According to ASTM and ACI committee, concrete is defined as a composite material that consists essentially of a binding medium within which are
embedded particles or fragments of aggregate. But Hansen suggested that a composite material can have two fundamentally different structures. The
first one is an ideal composite hard material, which has a continuous lattice of an elastic phase with a high modulus of elasticity, with embedded
particles of a lower modulus of elasticity. The second type of structure is that of an ideal composite soft material, which has elastic particles with a
high modulus of elasticity embedded in a continuous matrix phase with a lower modulus of elasticity. (Neville, et al., 1983). Concrete being a
composite material can thus be considered as consisting of two phases: hydrated cement paste and aggregates, and the properties

Compressive Strength and Griffith Criterion
The University of Hong Kong
Department of Civil Engineering
CIVL2002 M – Geology & Rock
Laboratory Report
Brazilian Test
A. Introduction As shown by the Griffith criterion, tensile strength of brittle materials is theoretical 1/8 of the compressive strength. Typically,tensile
strength of rock materials is about 1/10 to 1/8 of the compressive strength. Hence, rock fails easily under tension. In design, rock should be subjected to
minimum tensile stress. Several methods are commonly used to test the tensile strength of rocks: 1. Direct tensile test: Metal caps are cemented to the
end–surfaces of the samples so that tensile load can be applied to the samples until failure. 2. Brazilian ... Show more content on Helpwriting.net ...
According to the Griffith theory of failure, the critical point ought to be the centre where the ratio of compression to tension (in terms of magnitude) is
3. With a principal stress ratio of 3, failure ought to result from the application of the tensile stress alone, without any complication from the
simultaneous compression parallel to the eventual rupture plane.
There are 2 possible modes of failure of the splitting tension specimen: 1. Axial splitting along vertical diameter 2. Shear and crushing failure at
loading (occurs when the width of the contact area between the jaws and the disc is large)
Theoretically, the rock specimen should fail at the centre of specimen (largest induced tensile stress), yet the experimental results shown that the failure
occurs along the vertical diameter as the induced tensile stresses are more or less the same except for points next to the loading jaws. In other words,
the rupture of the specimen in the Brazil test usually occurs along a single tensile–type fracture across the diameter aligned with the axis of loading.

Polycaprolactone: Soft Tissue Research
An FDA approved polymer that I believe can be used for soft tissue replacement is polycaprolactone, PCL. Polycaprolactone is a biodegradable
polymer. Biodegradable polymers break down into natural byproducts after their purpose has been fulfilled. These byproducts include water,
inorganic salts, etc. Often biodegradable polymers are used in the medical field bone and cartilage engineering. Polycaprolactone has been applied
to bone repair, cartilage repair and bone regeneration. Because of this I think polycaprolactone would be a good candidate for soft tissue
replacement. PCL is also suited be combined with other materials, which makes it a good candidate for soft tissue research. Having the ability to
combine successfully with other materials is a benefit to soft tissue replacements because adding other materials to PCL can increase its durability,
flexibility and many more crucial properties. Polycaprolactone can also withstand water, oil, solvent and chlorine, which is beneficial when creating
soft tissue. Being that our body is approximately 60 percent water, it can be inferred that PCL would be expected to withstand water. I believe that
Polycaprolactone's low melting boil is also a benefit of using this polymer in soft tissue replacement. PCL has a melting point of 60 degrees... Show
Modulus of elasticity also known as Young's Modulus measures the stiffness or firmness of a material. When choosing a polymer for soft tissue
replacement, we should choose a material that has a middle range modulus of elasticity. The Modulus of elasticity should not be too high because it
would cause lack of mobility. On the other hand, the Modulus of elasticity can't be too low because then the soft tissue will not be able to support
weight. Choosing a polymer with a middle range Modulus of elasticity allows for both mobility and

The Point Bend Test Apparatus Essay
Figure 3.1, located below, shows a picture of the 3–point–bend test apparatus. Figure 3.1 shows the specimen supports, force applicator, and
displacement measurer via call–outs. These components serve the following purposes: Specimen supports – support the specimen during the test Force
applicator – applies the force to the specimen and communicates the force being applied to the software Displacement measurer – measures the
displacement of the specimen and communicates the displacement of the specimen to the software Figure 3.1, located below, shows a picture of the
tensile test apparatus. Figure 3.1 shows the specimen supports, force applicator, and extensometer via call–outs. These components serve the following
purposes: Specimen supports – support the specimen during the test Force applicator – applies the force to the specimen and communicates the force
being applied to the software Extensometer – measures the elongation of the specimen and communicates the elongation to the software Procedures
The procedure for the lab is detailed in the numbered list below. The composite specimens were fabricated for the tensile and bend–test A composite
used for tension testing was fabricated by cutting out six same–sized pieces of bi–directional E–glass: two at В± гЂ–90гЂ—^o and four at В±
гЂ–45гЂ—^o. The pieces were adhered to one another using a wet lay–up with the six pieces of bi–directional E–glass at the following angles in

Strength Of Tensile Strength
2.1.8.4. Tensile strength:
Lightweight and normal weight concretes have similar tensile strengths, though lightweight exhibits greater variability. The tensile strength of normal
weight concrete of equal compressive strength may vary within a wide range depending, among other parameters, on the shape and surface texture of
the aggregate. Experimental tests indicate that the tensile strength of concrete is highly variable and ranges from a bout 8–12% of its compressive
strength. The actual value depends on the type of the test and crack propagation pattern at failure. (Ghoneim and El–Mihlmy, 2008)
(Fabian, 2010), the tensile strength of concrete is important when considering cracking. For specimens loaded under uniaxial compression, cracking
parallel to the line of action of the load implies some influence of the tensile strength of the specimens units. Depending on the load impact, tensile
strength can be divided into flexural tensile strength, splitting ... Show more content on Helpwriting.net ...
The modulus of rupture was performed according to ASTM C 78 and ESS 203 with third–point loading. The modulus of rupture is calculated by the
Eq. (2.14): fr = PL/bd2 (2.14)
The modulus of rupture was performed according to ASTM C 78 and ESS 203 with center–point loading. The modulus of rupture is calculated by the
Eq. (2.15): fr = 3PL/2bd2 (2.15)
Where:
fr is flexural strength or modulus of rupture in MPa;
P is maximum applied load in N;
L is span length in mm; b is average width of specimen in

Amazing Strength Characteristics Of Stone Thrower Wales...
Astonishing Strength Characteristics of Stone–Thrower–Wales Defects in Graphene under Compressive Load
G. Rajasekaran Rajesh Kumar and Avinash Parashar Department of Mechanical and Industrial Engineering Indian Institute of Technology, Roorkee–
247667, India
ABSTRACT: One atom–thick sheet of carbon discovered this century is flaunted not just for its electrical properties but also for its physical strength
and flexibility. The bonds between carbon atoms are well known as the strongest in nature, so a perfect sheet of graphene should withstand just about
anything, but to use it in real–time applications, we have to understand the useful strength of graphene. So for, researchers have looked extensively at
graphene's electronic properties and tensile strength, nobody, had taken comprehensive measurements of its ability to withstand a compressive load. We
find that, counter to standard reasoning, graphene sheets with Stone–Thrower–Wales (STW) defects are able to bear high compressive stress as
compared to pristine graphene. We show that this trend can be understood by considering the critical bonds in the seven and five–membered carbon
rings which bears the maximum compressive stress. Graphene with STW defects is stronger in compressive strength point of view because they are able
to better accommodate these strained rings. Our results provide guidelines for designing graphene with STW defects to obtain maximum compressive
strength, so that we can get the benefit of this

Determining Lodging Tolerance Are Mostly Taken Around Bud...
Measurements to determine lodging tolerance are mostly taken around bud to mid–bloom stage (Johnson et al. 2008). They reported two methods used
in carrying out these measurements and subsequent rating; 1) spaced plants trial and 2) solid seeded plots. In the spaced plant method, rating was
done based on the percentage of erect stems within plant rows while in the solid seeded plots method, plots were rated based on percentage of erect
stem within the plot. Different methods have been adopted to tackle lodging. Some of them include soil quality improvement, good management
practice (HCGA 2005) cultivation of dwarf varieties, and introduction of lodging–resistant varieties (Prairie Grains 2005). Hasnath and Jahan (2013)
investigated the lodging resistance of different genotypes of hard wheat. They noted that some genotypes (Pradiv, Akbar, Gourav, and Shatabdi) had
higher lodging resistance than others (Bijoy, Sufi, Shourav, Barkat, Prativa, and Balaka,). Kong et al. (2013) reported that the solid stemmed wheat
genotypes are more resistant than the hollow stemmed genotypes. The difference was because the solid stemmed wheat having more mechanical
support tissues as well as a wider stem wall. On the other hand, Crook and Ennos (1994) work on the lodging resistance of four winter wheat cultivars
revealed that the lodging resistance was independent of stiffness of the stem but rather was related to the height of the stem. They recommended
shorter stem plants with widespread

Tensile Test Report
Practical Report Name: Loh Khin Keong Admin No.: 1237078 Group number: A Date: 11/5/12 Class: DMLS/1A01 Experiment 1A: Determination of
Mechanical Properties of Selected Materials (CDIO) 1. Synopsis The objective of this CDIO experiment was to determine the mechanical property of
polymeric materials which was the tensile properties .The testing standard to adopt for the tensile testing was ASTM D638. Four different types of
polymers were placed into the tensile testing machine. The different specimens would then be stretched till it breaks. The tensile testing machine would
give the information on the force that was required to stretch the different specimens until it breaks. The average reading of Tensile modulus of all four
specimens... Show more content on Helpwriting.net ...
* Ductility– A measure of the degree of plastic deformation that has been sustained at fracture, also known as elongation, normally expressed as
percentage. %EL=Lf–LoLo Г—100 % stressBrittle Ductile strain E.g PS exhibits brittle failure (experience very little or no yielding) E.g PE exhibits
ductile failure (yields before breaking and experience plastic deformation) * Toughness–The ability of a material to absorb energy up till it fractures.
The shaded area indicates the energy required to fracture the test specimen. Stress Strain 4. Procedure (Determination of Tensile Properties) 4.1
Materials General Purpose Polystyrene (GPPS), High Impact Polystyrene (HIPS), High Density Polyethylene (HDPE) and Polypropylene (PS). 4.2
Equipment Lloyd Tensile Testing Machine 4.3 Steps 4.4 Experimental Precaution: 1. Check the force that is applied in the load cell is correct. 2. Take
into account the zero error when measuring the width and thickness of the specimens with a vernier caliper. 3. Make sure that the testing speed is
50mm/min. 4. Repeat the procedure of each specimen and get the average reading. 5. Result and Calculations

Overview Of A Riser System
LITEREATURE REVIEW
OVERVIEW OF A RISER SYSTEM
Conventionally a riser system as part of an offshore drilling or production system, is basically conductor pipes connecting topside structures on the sea
surface (an oil and gas floating, production and storage facility or a drilling production structure) and subsea structures on the seabed. (Bai and Bai).
Marine risers have been in existence from the early 1950s, they were used to drill from barges offshore of California, United States. An important
landmark happened in 1961, when drilling took place from the dynamically positioned barge CUSS–1. Since those early days, risers have been used for
four main purposes, which includes drilling, completion/work over, production and export. ... Show more content on Helpwriting.net ...
Department of Marine Technology; University of Newcastle upon Tyne. 1999).
Riser Classifications
There are three main classifications of risers, which are; flexible, rigid(steel catenary risers) and hybrid risers. With rigid and flexible risers as the two
main classes, while hybrid risers are a combination of both the flexible and rigid risers.
Flexible Risers
In the 1960s, the Institut FranГ§ais du PГ©trole tried to develop a flexible drilling system with a down–hole turbo–drill, called Flexoforage. But
Flexoforage failed, however the flexible pipes already developed were found to be perfectly suited for offshore applications as production and export
risers, also as flow lines, which were fully exploited, from the 1970s.(fundamentals of marine risers mechanics). Flexible pipe applications include
water depths down to 8,000ft, high pressure up to 10,000 psi, and high temperatures above 150В°F, as well as the ability to withstand large vessel
motions in adverse weather conditions. (palmer amd king)
Flexible risers are composite pipes constructed from sequential concentric layers of metals and polymeric thermoplastic materials, with each layer
having a specific

Cardiff School Of Engineering : Coursework Cover Sheet
Cardiff School of Engineering Coursework Cover Sheet Personal Details First three letters of last (family) name...............KHI.............. Personal Tutor:
...Robert Davies..................... Discipline: ACE/EEE/MMM/FND (please circle) Module Details Module Name: ......Professional
Studies.............Module No: ......EN1914... Coursework Title: .....................CT Lab Report........................................... Lecturer: ..............................Dr.
Geoff Evans........................................ Submission Deadline: ............Friday 25th of November.................................. Declaration I hereby declare that,
except where I have made clear and full reference to the work of others, this submission, and all the material (e.g. text, pictures, diagrams) contained
in it, is my own work, has not previously been submitted for assessment, and I have not knowingly allowed it to be copied by another student. In the
case of group projects, the contribution of group members has been appropriately quantified. I understand that deceiving, or attempting to deceive,
examiners by passing off the work of another as my own is plagiarism. I have read the programme handbook and understand that plagiarising another
's work, or knowingly allowing another student to plagiarise from my work, is against University Regulations and that doing so will result in loss of
marks and disciplinary proceedings. I understand and agree that the University's plagiarism software 'Turnitin' may be used to check the originality of
the submitted coursework. Student ID number:

Description Of Stress Strain Behavior
The description of stress–strain behavior is similar to metals, but the mechanical properties of polymers depend on the strain rate, temperature, and
environmental conditions.
The stress–strain behavior could vary from brittle, plastic and highly elastic. Tensile strength and modulus are orders of magnitude smaller than those
of metals and elongation is 1000 % that of metals in a few cases. The tensile strength is defined at the fracture point and can be lower than the yield
strength.
Mechanical properties change dramatically with temperature, going from glass–like brittle behavior at low temperatures to a rubber–like behavior at
high temperatures.
Decreasing the strain rate has the same influence on the strain–strength characteristics as increasing the temperature: the material becomes softer and
more ductile. The tensile modulus decreases with increasing temperature or diminishing strain rate.
Higher cross–linking and molecular mass strengthen the polymer. Crystallinity increases strength as the secondary bonding is enhanced when the
molecular chains are closely packed and parallel. Pre–deformation by drawing increases strength by orienting the molecular chains. For undrawn
polymers, heating increases the tensile modulus and yield strength, and reduces the ductility.
The fracture strength of polymers is much lower than that of metals. Fracture starts at regions of high stress concentration like cracks at flaws,
scratches, etc. Fracture happens when there is breaking of

Application Of Advanced High Strength Dual Phase Essay
Introduction
Reducing the fuel consumption and as a result reducing the amount of emissions which is achieved by car weight reduction and besides passenger
safety and crashworthiness improvement via mechanical energy absorption are the main goals of car manufactures. Application of advanced
high–strength dual phase (DP) steels is being considered as one of the efficient ways to obtain the above mentioned goals [1–3]. (DP) steels have
attracted considerable attention in the automotive industry due to favorable combination formability, work hardening, ductility and high strength to
weight ratio [4]. The mentioned features is resulted from the unit microstructure of the DP steels. DP steels despite their name consist of three or more
phases including ferrite, martensite, banite, retained austenite and pearlite. The Matrix in DP steels is soft ferrite and the strengthening phase is
martensite. In some cases banite and retained austenite also contribute to strengthening. Ferrite enables low initial yielding stress and martensite
enables the high ultimate tensile strength (UTS). The above characteristics make the DP steels ideal alloy systems for automotive sheet–forming
operations [5].
Phase fractions and their interfaces and morphology have a great influence on strength and ductility of DP steels.[6] yield and tensile strength of DP
steel can significantly improved by microstructural refinement without losing the uniform elongation and fracture strain which will result in

Upgrading Pavement Design
1. Introduction
1.1 Background
Before the 1920's, pavement design consisted mainly of major thicknesses of layered materials to provide strength and protection to weak subgrade.
The pavement design was predominantly against subgrade shear failure. During those times, experience based on success and failures of previous
projects was used to formulate pavement design methods. As time wore on and experience grew, several design methods based onshear strength were
developed.
Meanwhile, the increased traffic volume led to changes in the design criteria. In consideration of subgrade support provision, pavement performance
through ride quality (smoothness) and surface distresses that increase the deterioration rate of pavement structures had to be evaluated. The attention
was then mainly drawn to pavement performance rather than shear strength.Methods based on serviceability were developed based on test track
experiments. The AASHTO design guide was then developed after the AASHO Road Test in the late 1950's. Although test track experiments showed
good accuracy, they were valid only for materials and climatic conditions for which they were developed. This called for new materials which also had
their own failure modes (e.g permanent deformation and fatigue cracking) to be used in pavement structures, hence the development of new design
criteria to incorporate such failure mechanisms.
Empirical design, Mechanistic design and Mechanistic–Empirical design are the three main

Design Of Precast Structural Elements
CHAPTER 6
DESIGN OF PRECAST STRUCTURAL ELEMENTS
6.1 Preamble
The precast structural components are manufactured off or on the sites, transported to the site and with suitable handling and erection procedures,
they are assembled so as to form a structural system. The design should cater to the conditions encountered during the various stages of construction.
The Different types of precast elements manufactured are listed below. Floor and Roof units: Hollow core slabs, Double T, Single T, and Precast
Planks. Precast Beam & Girders: can be rectangular, L, inverted T, I and U shapes. They are usually prestressed with projecting stirrups. Precast
Decked Slab Beams: Reduce number of beams, eliminate cast–in–place concrete, rapid installation, Shallow superstructure. Precast concrete columns:
may be single or multiple storey height Precast wall panels: Non–load–bearing panel (cladding), Load–bearing panel: Solid, Hollow core, Ribbed,
Sandwich
In this study design of a few precast elements such as Hollow core floor units, RC load bearing solid wall, columns with corbels are considered. The
designs are automated using semi–automation tools available in EXCEL. These are presented in the following sections.
6.2 Design of Hollow Core Units
This is a precast and prestressed concrete elements with continuous voids to reduce the self–weight. They are immensely used as roof o floor deck
systems. They are used as spandrel members, bridge deck and wall panels units. Slabs are

Tensile Testing : Tensile Test For Composites Essay
MATERIALS CHRACTERIZATION:
1. Tensile Testing: Tensile test for composites was conducted according to ASTM D 638– 99, with a Universal Testing Machine (Zwick Co.). Tensile
test was carried out at crosshead speed of 50mm/min at room temperature.
2. Izod Impact Testing: In order to measure the work of fracture (WOF), the Izod impact test was carried out.Impact bars were obtained by cutting
specimens in rectangular shapes. These rectangular specimens are of thickness 3 mm, width 12 mm and length 62 mm according to ASTM D
256.The test was carried out with impact energy of 5 J and a span length of 60 mm at room temperature. The average value of notched Izod impact
energy was obtained from each group of three specimens
3. Hardness Testing: Hardness properties were investigated by a Shore Durometer in Shore D scale at room temperature according to ASTM D 2240.
Three specimens of each formulation were tested and the average values were reported.
4. Water Absorption: A water absorption test was carried out according to ASTM standard D750
–95. It involved the total immersion of three samples in
distilled water at room temperature. All of the specimens were previously dried in an oven at 50oC for 24 h and stored in a desiccator. The water
absorption was determined by weighing the samples at regular intervals. A Mettler balance type AJ150 was used with a precision of + 1 mg. The
percentage of water absorption (Mt), was calculated by
RESULTS AND DISCUSSION:
1 Tensile strength:

Stone Thrower Wales ( Stw ) Defect
3.0Results and discussion Stone–Thrower–Wales (STW) defect also referred as pentagon–heptagon–heptagon–pentagon (5–7–7–5) defect is formed by
rotating a C–C bond by ПЂ/2, which transforms 4 hexagons into 2 pentagons and 2 heptagons as illustrated in Fig.1. Due to hexagonal and
symmetric geometry of graphene system, only two types of STW defects are possible, STW1 and STW2 defects that are explained with the help of
Fig.1. One of the main feature of graphene with STW defects is that it retains the same number of atoms as the pristine graphene, and also forms
without creating any dangling bonds. Fig.1 – STW defects are created by ПЂ/2 rotation of C–C bond about the midpoint. (a) Highlighted C–C bond
rotates by ПЂ/2 to form STW1 defect. (b) Highlighted C–C bond rotates by ПЂ/2 to form STW2 defect. First set of simulations were performed with
pristine graphene sheet and single STW (STW1 or STW2) defect lying in pristine graphene sheet along the armchair and zigzag directions.
Stress–strain response obtained with STW1 and STW2 defects with respect to tensile loading directions are plotted in Fig.2. The calculated values of
Young's modulus of graphene with armchair and zigzag directions are 0.875TPa and 0.825TPa respectively. These values are in good agreement with
the existing results [41]. Comparing Fig. 2b with Fig. 2c, it can be observed that the strength of STW1 defective graphene in the zigzag direction
(89.2GPa) is higher than that in the armchair direction (13.5GPa).

Deformation Behavior Of Metallic Greys Lab Report
The deformation behavior of metallic glasses is separated in two different stages. Below the glass transition, they reveal an inhomogeneous
deformation, which leads to the appearance of discrete and thin shear bands, resulting of its non–hardenable nature (KAWAMURA et al., 1997).
However, in the supercooled liquid region, (О”T), BMGs usually exhibit a drastic reduction of viscosity, and therefore, present a Newtonian flow
behavior (WANG et al., 2005), and can retain its amorphous structure even after large plastic deformation (KIM, MA, and JEONG, 2003).
Kawamura et al. (1997) studied superplasticity of a bulk Zr65Al10Ni10Cu15 glassy alloy ribbon in the supercooled liquid region and reported a
maximum tensile elongation of 340% at an ... Show more content on Helpwriting.net ...
2.1.4Present and Future Applications
The first report of a commercial use of a Zr–based BMG was the confection of golf clubs (JOHNSON, 2015). Liquidmetal Technologies Company
made the first attempt to industrialize the use of this new engineering material. They were unsuccessful for two main reasons: (1) the newly developed
die–casting route introduced flow lines on the surface of the part that acted like crack–initiation sites, (2) in 1997 the US Golf Association restricted the
limit of how 'springy' golf clubs could be (JOHNSON, 2015). Zr–based BMGs can transfer up to 99% of the applied energy to the golf plate, whereas
steel golf plates transfer 60% and titanium transfer 70% (WANG, DONG and SHEK, 2004). BMGs were also applied in other high–end sporting
goods such as tennis rackets, and may find applications for baseball bats, bicycle frames, hunting bows, and skis (WANG, DONG and SHEK, 2004).
Inoue et al. (2003), informed the use of Fe–based BMGs powders as shot–peening balls. Shoot peening generates a residual compressive stress field
onto the surface of metals. They reported that the residual stress caused by BMGs shot–peening balls, leading to increased hardness and resilience, is
far superior to that of conventional crystalline shot–peening balls.
Present novelty and rarity make BMGs attractive for high–end lifestyle products. "The ability to take high polish and resist abrasion and corrosion
suggest the

The Effect Of Testing On Mechanical Properties Of...
Assignment 1
MATS4006
Polymer Science and Engineering II
S2, 2014
Prajna Tanuwijaya
Z3423370
School of Materials Science and Engineering
The University of New South Wales
5th September 2014
Effects of Testing Parameters on Mechanical Properties of Polypropylene
Abstract
Polypropylene being often used as products with live hinges and outdoor usage, is crucial to learn the limit of how it performs under various
circumstances such as extreme temperature or the frequency and speed on how it is being moved. Its breaking force are also affected by those
parameters. Hence it is important to study how to maximize the usage of the materials. Experiments include tensile test, Charpy impact test and Shore
hardness test.
Introduction
Polypropylene is a thermoplastic used in applications such as packaging, automobile parts, carpeting, and a lot more application where it involves
shearing movements. There are three types of polypropylene: homo polymer, block copolymer and random copolymer. In this case, random copolymer
polypropylene is used as it can be used for injection molding and application that needs high impact strength.
Polypropylene is a widely used commodity plastic with high chemical resistance. Being used widely due to its properties such as good tensile strength,

fatigue and heat resistance besides having very high chemical resistance and used in food industry, also have very low water absorption.
In this experiment, we are studying the effect of

Thin Cylinder
MEMB221
MECHANICS AND MATERIALS LABORATORY
SEM 2 2012/13
EXPERIMENT 6: THIN CYLINDER
DATE PERFORMED: 13TH DECEMBER 2012
DUE DATE: 20TH DECEMBER 2012
SECTION: 2
GROUP NUMBER: 6
GROUP MEMBERS: a) MUHAMAD HADI BIN MOHAMED RADZI (ME087932) b) THINES A/L MURUGAN(ME086895) c) MUHAMMAD
HASRUL BIN ROSLI (ME087000) d) HAIZUM AMALINA BINTI A. WAHID (ME087898)
LAB INSTRUCTOR: MADAM NOLIA HARUDIN
TABLE OF CONTENT
No.| Content| Page| 1.| Summary / Abstract| 3| 2.| Statement of Purpose / Introduction / Objectives| 4| 3.| Theory | 4–10| 4.| Equipment / Description of
Experimental Apparatus| 11–13| 5.| Procedure| 14–15| 6.| Data and Observations| 16–17| 7.| Analysis and Results * ... Show more content on
Helpwriting.net ...
The sign will denote the type of stress. ie.Negative sign – Compressive Stress Positive sign – Tensile Stress Assuming BC and AC are principal planes,
i.e. П„Оё = 0, and Пѓ1 and Пѓ2 are the principal stresses П„Оё = 12 (Пѓ2–Пѓ1)sin2Оё ......7 Now maximum shear stress П„Оё will be seen to occur
when sin2Оё = 1, i.e. when Оё=45Лљ. Therefore, the maximum shear stress occurs on planes at 45Лљ to the principal planes, and П„Оё = 12 (Пѓ2 –
Пѓ1) ......8 or (using equation 6) П„Оё=(Пѓy– Пѓx)2+4П„2......9
b) Two Dimensional Stress System Strain in direction of Пѓ1 : Оµ1 = Пѓ1E – ОЅПѓ2E ......10 Strain in direction of Пѓ2 : Оµ2 = Пѓ2E – ОЅПѓ1E
......11 Оµ1 and Оµ2 are the values of the principal strains. A negative quantity denotes compressive strain. A positive quantity denotes tensile strain.
These strains can be used to construct a 'Mohr Strain Circle' in the same way as stresses. In the usual manner, referring to the figure above : OR is
the maximum principal strain. OP is the minimum principal strain at right angles to maximum Q is the center of the strain circle. From the diagram :

Оµm = Оµ2+ Оµ12+ Оµ2– Оµ12cos2Оё ......12 and Оµn = Оµ2+ Оµ12+ Оµ2– Оµ12cos2Оё ......13
Theory as Applied to the Thin Cylinder Because this is a thin cylinder, i.e. the ratio of wall thickness to internal diameter is less than about 1/20, the
value of ПѓH and ПѓL may be assumed reasonably constant over the area, i.e. throughout the wall

Tensile Test For Steel En3b And Nylon 6
Tensile Test for Steel EN3B and Nylon 6/6
MATS117 Materials and Manufacture
Gregory Benson + Michal Paczkowski
GB 10449832
MP 10476280
Alistair Cree
08/12/2014
Contents
AbstractPage 3
IntroductionPages 3–4
MethodPages 4–5
Materials–Steel EN3BPages 6–7
Materials–Nylon 6/6Pages 7–8
ResultsPages 8–12
AnalysisPage 12

ConclusionPage 13
ReferencesPages 14–15
Abstract
This report aims to analyse and discuss the results of carrying out tensile tests for two materials, in this case Mild Steel and Nylon. The purpose of this
is to use the information generated to calculate Young's Modulus, Yield Stress,Tensile Strength, and Percentage Elongation. These properties must be
known before designing a product using the materials tested, because the anticipated behaviour of the material must be suitable for the design
specification, with a margin left for safety.
The test followed the standard procedure for tensile testing; force was applied to a specimen of known dimensions, and the resulting extension was
recorded, thus allowing a stress–strain graph to be generated. The bottom of the specimen was secured into the crosshead of a tensile test machine, and
the top secured to the load cell. An extensometer is placed on the specimen to measure extension. The test is complete when the force applied by
raising the load cell at a constant rate causes the specimen to fail.
Main Body:

Grouts
.1Compressive Properties
Table 3 shows the summary of compressive properties of the neat epoxy grouts and graphene–based epoxy grout. From the table, Grout A exhibited the
highest compressive strength of 78.62 MPa compare to Grout B and Grout C with 56.0 MPa and 53.04 MPa respectively. The lowest strength is
found in Grout C. Although the strength of Grout A is higher, but the highest compressive modulus is obtained from Grout B and Grout C with a
value of about 12.94 GPa and 13.08 GPa compared to Grout A with only 9.99 GPa.
Table 3 Summary of the compressive properties
GroutCompressive Strength (MPa)Modulus (GPa)
A78.62 В± 21.259.99 В± 1.89
B56.0 В± 11.2912.94 В± 0.62
C53.04 В± 13.5713.08 В± 1.01
The compression stress–strain curves of epoxy ... Show more content on Helpwriting.net ...
Initial cracks were observed at top and bottom part of the sample where the maximum stress occurred. Through observation, there is no significant
lateral expansion on the grout samples. The noticeable deformation surface failure is obviously shown on tested grout. The sample displayed split
inclined crack at the top of the sample. The neat epoxy grout also exhibits sudden rupture as compared to graphene–based epoxy grout.
Figure 6 Typical stress–strain curves for compressive stress
Figure 7 Failure patterns of grouts under compression (a) Grout A (b) Grout B and (c) GroutC
5.2Tensile Properties
Table 4 provides a summary of the tensile properties. It can be seen from the table that the tensile strength of the investigated grouts are in the range
between 11 and 19 MPa respectively and tensile modulus for tested grouts are approximately 17 GPa. From the test results, the highest tensile strength
was obtained from grout A with 0% of graphene content with 19.11 MPa.

Table 4 Summary of the tensile properties
GroutTensile Strength (MPa)Modulus (GPa)
A19.11 В± 1.8217.35 В± 4.19
B12.54 В± 2.5017.17 В±

A Day Concrete Test : Introduction And Objective
I4 Day Concrete Test
Introduction and Objective
In civil engineering construction, one of the most determining factors for the stability of a structure is the maximum strength attained by concrete after
14 and 28 days. As such, it is often critical for an engineer to test a particular test concrete cylinder mix for the ultimate compressive strength and then
compare it with the design strength before allowing the concrete mix to be replicated in large quantities. The factors that affect the ultimate
compressive strength of concrete include the amount of aggregates and the ratio of water to cement.
This experiment was therefore aimed at determining the ultimate compressive strength of different concrete samples after 14 days. Additionally, other
properties of the concrete such as modulus of elasticity and Poisson ratio were also determined.
Engineering Team Members
1.
2.
Procedure for the Experiment
The procedure of the experiment consisted of two main parts. However, before the experiment was started, the concrete cylinders which had already
been cured for 14 days were removed from a curing tank and dried using a towel. Thereafter, the length and diameter of the specimen were measured
twice and the average value for each dimension noted. The compressive strength experiment was done in accordance with ASTMC39 standards in
which the test concrete cylinder was placed under a compressive testing machine with neoprene caps and then the switch turned on so as to commence
the

How The Material Properties Associated With Different...
OBJECTIVE:
To familiarize oneself of the processes associated with the deep drawing of thin sheet metals to analyse the factors that influence its behavior. Through
this experiment, the differences of the material properties associated with different rolling directions will be considered and applied to the deformation
of the cup when formed through deep drawing.
THEORY: Please refer to P5: Plastic Properties of SheetMetal lab manual for detailed Theory. [1]
PROCEDURE:
Sheet metal disks, one with a 3.5 inch diameter, two with 4.0 inches and another with 4.5 inches were first measured for thickness at different
distances away from the centre. One of the of 4.0'' disks had lines scribed through the centre at 22.5В° intervals and concentric circles drawn at a
distance of 0.25 inches apart. Lubricant oil was then applied to both sides of the specimens prior to the drawing process and placed in the Hille press
using the 3 centering arms to centre the sample in the correct position. The four specimens were then drawn using the 10–ton Hille Press with a
clamping pressure of 5 tons/in2 at different predetermined draw lengths. The 4.0'' non–marked specimen was only half drawn, with the remaining
samples fully drawn. Finally, the thicknesses of the cups were measured at the same locations as prior to forming and recorded.
RESULTS:
Table 1: Prior to Deformation
Blank Diameter
Middle (mm)
ВЅ Way (mm)
Edge (mm)
3.5''
0.7
0.7
0.7
4.0''
0.7
0.7
0.71
4.5''

0.71
0.72
0.72
Table 2: After

The Macroscopic Material Behavior Of Concrete
The macroscopic material behavior of concrete is influenced by the geometry, spatial distribution and material properties of individual material
constituents and their mutual interactions. Therefore, it is essential to study the influence of each material constituent in order to estimate the residual
strength of the structural components. Thus, failure of concrete is a complex phenomenon due to its multiscale and multiphase nature. When the normal
stress in a material reaches its tensile strength, the inhomogeneities in concrete promote the formation of an inelastic zone ahead of an existing crack
termed as the fracture process zone (FPZ). The FPZ is dominated by various complicated mechanisms such as crack shielding, crack deflection,
aggregate bridging and microcracking around the crack tip and exhibits a post–peak softening behavior under tensile loading. It therefore becomes
necessary to include these effects for predicting reasonably well the residual strength of existing cracked and damaged structures.
Bridging of coarse aggregate occurs when the crack advances beyond an aggregate that continues to transmit stress across the crack until it ruptures or
is pulled out. The bridging aggregate may be considered to exert a closing pressure on the crack surface thereby resisting the crack growth and its
magnitude strongly depends on the interfacial properties between coarse aggregate and cement mortar. Upon loading of plain concrete beams under
three–point bending, it is

Mt1310 Unit 3 Lab Reports
The tensile testing was done on the three composite specimens (90В°, and two 45В°) were completed with a servo–hydraulic load frame with a wedge.
The one in the lab was the MTS 647 hydraulic wedge grip and an 810 material test system. The specimens had strain gages with a Wheatstone bridge
to collect data such as time, distance, load, axial strain, and transverse strain. From the strain gages, evidence can support how and when the specimen
material failed under the stress being applied to it. The test was run for three times on three different specimens. The first specimen that was tested in
the hydraulic load was the 0В°/90В° specimen, which is made of carbon and epoxy laminate composite. The 0В°/90В° specimen was tested first out of
the three... Show more content on Helpwriting.net ...
The specimen ends were not thick or had moving wedge grips to keep it secure in the holders of the servo–hydraulic load frame. The movement of the
specimen in the machine causes some of the data to be an inaccuracy. Also, the transverse strain causes issues with the strain gages that are called
transverse sensitivity. The transverse sensitivity affects the accuracy of the data that is being collected for the transverse strain more than the
longitudinal strain. This is greatly seen in the percent difference in the strain values such as in one case the Longitudinal strain was .4% while the
transverse strain was 30%. Another issue with the strain gages was that if the strain gages weren't properly placed on the specimen the data accuracy
would

Axial Displacement Distribution Of Truss Element For P 18
Figure (5.78): Axial displacement distribution in truss element for P–18–FEM results at pre–cracking, cracking, post–cracking, failure stage 5.5.5.1.
Steel contribution in tension stiffening of FBLWC (150x150) mm: The tensile force transferred from the steel bar through the bond to the concrete is
illustrated and compared for difference reinforcement ratio (ПЃ = 0. 5%, 0.89% and 1.12% for steel 12 mm, 16 mm and 18 mm) in figure (5.79) and
table (5.17). Before first crack accured (Pre–cracking stage), the precentage of tensile force transferred from the steel bar to the concrete accounts is
about 8%, 13% and 16%. Aftere first crack accured (cracking stage), the precentage of tensile force transferred from the steel bar to the concrete is
about 53%, 60% and 72%. During Post–cracking stage almost all the tensile force is carried by the steel bar 82%, 89% and 90% for P–12– FEM,
P–16–FEM and P–18–FEM respectivily. % Steel contribution in tension stiffening of FBLWC Steel diameter in mmSteel 12 mmSteel 16 mmSteel 18
mm Pre–cracking8%13%16% cracking 53%60%72% Post–cracking82%89%90% Table (5.17): % Steel contribution in tension stiffening of 150x150
mm FBLWC prism Figure (5.79): % Steel contribution in tension stiffening of 150x150 mm FBLWC prism The difference between the bare steel
response and actual RC tie response was tension stiffening effect. The shaded area represents the concrete contribution in the pre–cracking and the
post–cracking ranges. At the given load P

Essay On Structural Components
The maintenance, restoration and development of structural components, is maybe one of the most typical problems in construction field applications.
In addition, a huge number of structures developed in the past utilizing the ancient established design codes in various parts of the world are basically
structurally hazardous as indicated to the recent time design codes on the other hand the retrofitting has become necessary due to the environmental
degradation, heavier loading conditions and their life spans. Therefore, various strengthening techniques are being introduced, historically the structural
components were repaired by post–tensioning or jacketing with new concrete in conjunction with a surface adhesive, since mid–1960's steel ... Show
Diagonal tension failure: This usually occurs in the structural components with considerably less amount on internal stirrups and the longitudinal
reinforcement. This is due to the shear capacity is not the only contribution of the concrete strength it also adds on the strength of the internal stirrups
and the longitudinal reinforcement. They are generally initiated from the flexure cracks and the propagated to the entire cross–section.
Shear compression failure: This type of failure of a structure is caused due to the crushing of concrete at compressive zone above the tip of the shear
crack. This is basically observed in structural members with low web reinforcement but sufficient longitudinal reinforcement. Shear cracks are initiated
from the flexure cracks but do not pass through the compressive region.
Shear tension failure: This type of crack tends to propagate along the main bars due to the secondary flexure–shear crack. In this circumstance the
longitudinal reinforcement loses the bond with concrete due to insufficient anchorage or the concrete cover subsequently leading to the failure.
Web crushing failure: In this type of failure the direct forces are transferred from the loading zone to the

The Effect Of Shear Force On The Diameter Of The Rod Essay
Lab # 1 Christian Axios Submitted: October, 4 2016 By: Christian Axios Partner: Coby Bryant Reviewed by: Connor Shoening Section: 27
I.Abstract: Over the course of the last few weeks my lab partner and I have conducted tests on different material of metal rods. During this time, we
collected data regarding the stress and strain of the given materials and were able to come up with a report including statements about the
significance and importance of their designated yield strength. II.Introduction: The purpose of this experiment was to determine the relation of
affect that the shear force has based on the diameter of the rod. In order to find the double shear stress and since the lab procedure was based on a
shear stress conducted on both sides, we were able to divide our answer by two for the result. The second part of the lab was to find the mean
modulus of rigidity based on the two weeks of results followed by the calculation of each of the changing variables such as diameter and material.
To get the angle of twist we used the formula: (1) We used this equation along with the force and displacement data to determine the normal stress of
the rod when it was axially loaded. P is the applied load and A is the cross sectional area of our sample.(2) This next equation was used to find the
strain. This result is calculated in order to find the ratio of the change in length to the original length. ____ is the amount of

The Torus Shaped Vessel
2.3 Diverter Applications
The diverter is located at the bottom of the torus shaped vessel and is designed to extract heat from the plasma as well as the 'exhaust fumes' of the
reaction occurring which are helium and any impurities from the first wall of the reactor. The basic concept of a diverter used within a tokamak
design can be understood better by looking at figure x which is a diagram of JET after it had a divertor fitted. The separatrix is the last field line
which contains the plasma. The magnetic field transports the plasma to the diverters at the bottom as shown where the heat energy strikes the diverter
target plates and conducted to pipes where it is then removed through either a water or helium cooling system and the 'exhaust gases' are extracted by a
vacuum.
The diverter itself is made up of several components shown in figure x. The plasma facing components are the two vertical targets and dome. A closer
look at one of the vertical target in figure x shows how the cooling system works with a pipe with cooling fluid flowing through it is fitted through
blocks of armour material which make up the targets.
Looking to the future as projects grow in size towards DEMO, which will be a functioning fusion power plant, the demands on materials especially
PFC's are going to increase. For ITER the plasma facing components for the divertor are to be made of carbon fibre–reinforced carbon composite's
(CFC) and some sections tungsten armour materials but for DEMO

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