Tension between Liberty and Morality, Liberty and Patriotism Assignment

Tension between Liberty and Morality, Liberty and Patriotism - Assignment Example There are many human concerns and needs that differ with respect to the difference in social values. There are also some general ethics people should be taken into account before doing or transmitting any idea/action in society. More the people take care of the needs/concerns ethics of the people associated with their behavior towards a certain matter it will be more easy for the government to give liberty to the people. On the other hand if one will not take into account the above-mentioned factors than there are greater chances of losing all the freedom he/she has in society. This principle is applicable to individuals to masses of society. Traffic laws are a good example of this principle. If traffic rules are followed strictly by the people there will be fewer accidents and this will also lead less set of laws to be followed while driving. On the other hand, if people do not care about traffic laws and take the liberty to do anything they want on roads will lead to more accident and also more strictness by the authorities (Bambenek, 2005).It is the job of government or society to give its people a minimum standard of living and to provide them maximum civil rights. On the other hand, people should take more responsibility for their actions and place less blame on the government for the problems they are facing. Human history is an open prove of the fact that a complete failure had occurred whenever people started placing all the blame on the government instead of taking responsibility to perform certain actions themselves. Throughout human history, many governments have come and gone whenever people rely on the government to meet their basic needs. In the USA owing a house is not out of the reach of majority people yet their houses can be taken by the government and given to other people paying more money to the government for the same house. The idea of capitalism failed due to total reliance of the people on their government for every need. On the other h and complete failure also occurred whenever the government had tried to suppress people beyond limits. Failure of different dictators of the world is a common example of it. The conclusion is that one should take into account of moral values of the society before doing anything or promoting ideas that will affect the people of the society to enjoy liberty given to it by society and government (Llosa,2011).

Collecting and preparing Essay Example | Topics and Well Written Essays - 500 words

Collecting and preparing - Essay Example The photographer needs to use the modern as well as state-of-art camera for the attaining better results. The size of the lens should be 28 mm focal length and macro lens should be 50 mm focal length, which gives a standard quality photo. The photographer also should record the crime scene along with the areas attached with it. They also should record the appearance of the evidence and provide the investigator the photograph along with the evidence for the further investigation. At last, the photographs of the crime scene must be presented in front of the judge in the form of evidences in a systematic manner (Pearson, 2015). At the initial steps, the photographer should have the knowledge about different types of camera. The photographer appointed should be well acquainted with the type of camera that is required to take the photo of crime scene along with the perfect size of the lens and other accessories. The confidence level of the photographer must be high and should give higher attention at the time of work (Pearson, 2015). The equipment such as camera should be good quality attached to a perfect quality of lenses. During the time of capturing photo, there should be proper lighting so that clear photo could be taken (Pearson, 2015). During the time of photography of a crime scene, the photographer needs to ensure the safety by wearing the precautionary dress and needs to use certain arms or weapons while capturing the physical evidences (Pearson, 2015). There are two types of photography such as micro and macro. The photographer also needs to take the photo from different angles to make it easy for investigation process. For the two types of photo, photographers should use two types of cameras such as micro camera and macro camera so that the standard of the capture could be ensured (Pearson, 2015). The photographer should mark on the photo

CRM Essay Example | Topics and Well Written Essays - 1000 words

CRM - Essay Example 1. Introduction Is the customer always right? The customer may be the king, but is it worth pursuing to retain all the customer accounts? These are some of the dilemmas an organisation face, especially when a customer relationship have entered a cul-de-sac. The basic premise of customer relationship management is about attracting, developing, maintaining and retaining profitable customers over a period of time (Massey et al., 2001). Figure 1: The basic premise of customer relationship management Adapted from source: Massey et al., (2001) 2.Theoretical underpinning Payne and Frow (2005) delineate functional dimension of CRM and stated that it concerns with creating improved shareholder value through development of appropriate relationships with key customers and customer segments by making a fusion of the potential of relation marketing strategies with IT to create profitable, long-term relationships with customers and other key stakeholders. ... re 2: The service profit model suggested by Bentum and Stone (2005) Source: (Hussain et al., 2009, p.120) From the figure above, the service profit chain (SPC) is evident and urges that the value creation process is indeed a horizontal cross-functional process, rather than standalone views contained within each function (Heskett et al., 1994). Behind the theoretical underpinning of CRM, a major vector is to be able to fight competition; and an enterprise after implementing the CRM system should be profitable and add to shareholder’s value. However, at the core of the CRM remains the customer which must be attracted, developed, maintained, and retained in a profitable way. But does it mean that all the customers to be retained for as long as possible? Should the organisation pursue it with obsession? Saubert’s (2011) case study on â€Å"Which accounts are worth keeping?† provides a clue to this question. Saubert suggests that there should be a fruitful communion o f attrition propensity and profitability models (Saubert, 2011). Studying in the context of Australian Banks for credit card holders, Saubert opine that while devising customer retention strategies, firms should weigh the value earned from each customer. The firm’s CRM strategy needs to be guided by answer to two fundamental questions: Figure 3: Two fundamental question that must guide a firm's CRM strategy Adapted from source: (Saubert, 2011) Saubert (2011) opines that while firms usually strive to increase customer loyalty and reduce attrition but tend to overlook these two questions. The Performance Improvement Council (2008) states that in an ideal world, loyal long term customer relationships would eventually evolve towards partnerships and quotes Michael LeBoeuf, author of How to Win Customers & Keep

Accounting Assignment Example | Topics and Well Written Essays - 750 words - 7

Accounting - Assignment Example teriality, risk oversight, & management, environmental risks & related matters, forward looking information requirements, impact of adopting IFRS, and governance. The Notice requires issuers to consider both qualitative & quantitative factors when assessing the materiality of information. It also reminds issuers that some immaterial facts in isolation often can become material in aggregate. It further proposes that those matters that are likely to become material in aggregate e.g. prospective clean technology expenditures be disclosed as early as possible. Materiality concept is very imperative when it comes to information disclosure because investors rely on the disclosed information to make decisions. Thus, it is important that any information that is likely to influence the decisions of an in investor be disclosed. The notice classifies environmental risks under such topics as litigation risks, reputational risks, business model risks, physical risks, & regulatory risks. The Notice further provides questions in a table format to help issuers in determining risks for each of the aforementioned categories. For instance if an issuer obtains raw material supplies from a region prone to hurricanes, he/she should disclose the mitigation steps taken to minimizes from chances of loss arising from such environmental physical risk. Either concerning the regulatory risks, future cost compliances should be disclosed. In situations where it is difficult to quantify risks, then it is imperative to make disclosure for such underlying risks. A consumer’s response to environmental unsustainable products comprises reputational risk. The Notice states because of this, the issuers’ costs of capital will be affected. Significantly, higher costs of energy because of upstream regulation represent busin ess model risk. Disclosure Form 51-102F1 Management’s Discussion & Analysis demands that among other things, material information, which may not be reflect by financial

Problems and flaws in the American Education Essay Example for Free

Problems and flaws in the American Education Essay In this class we have read many articles related to the problems and flaws in the American Education. Many people in the United States believe our educational system is in crisis. In this essay, I will be comparing and contrasting the differences and similarities between two articles. The author of Idiot Nation takes us on a tour of failings of America’s schools. He touches on topics of cultural illiteracy and the relationships between schools and corporations. In another article, the author of In the Basement of the Ivory Tower confirms some of the suspicions about the policies and standards of American higher education. These articles share similarities and differences as well. Professor X, the author of In the Basement of the Ivory Tower, is a part-time instructor of English in a college. The author describes how many of his students need serious work in â€Å"basic skills†. Few of his students can do well in his classes. Other students may never pass, because they cannot write a coherent sentence. The Professor has encountered many students lacking the capacity to succeed in his English classes. Similarly, the author of Idiot Nation, explains how many of the students attending college are ignorant. They have serious problems in learning and knowing facts that they should know for fact. These two articles demonstrate the problems that college students have when it comes down to education. In contrast, Professor X relates to the students and has sympathy towards their problems, but the author of Idiot Nation, does not seem to relate to these students. Michael Moore is aggressive and does not justify the idiocy of the students. Professor X talks about how he wishes to help his students write more intelligent essays. He understands the students’ difficulties in learning and frustrations. Furthermore, he tries to find solutions, such as relating the literacy techniques they will have to study to novels that the students may have already read. As we can see, the United States faces major problems in today’s education. Many attempts have been made to establish and demonstrate these problems to the public. We may be able to read and view these problems in newspapers, advertisements, and book articles. Michael Moore and Professor X are authors of articles which depict and give a better understanding of the issues that are found in education throughout the country. Today many college students face problems because of their lack of intelligence.

Study On Use Of Pile Foundation Engineering Essay

Study On Use Of Pile Foundation Engineering Essay Piles and pile foundations have been in use since prehistoric times. Pile is commonly described as a columnar element of a building foundation. Its function is to transfer the load from a superstructure to the hard layer in the soil, or on to the rocks. The objective of this project is to identify piles and its uses in the construction industry, based on its types and suitability. This report is based on the three main types of piles, which are large displacement piles, small displacement piles and replacement piles. Figure 1. Pile Construction This report also contains research materials done by several authors have published various journals on the aforementioned topic, and numerous engineering books on pile, pile engineering, soil types, etc have been referred to assist this report. Many journals were consulted during the inception of this research. Topics like Efficiency of Pile groups installed in cohensionless soil using artificial neural networks, Experimental study on pile-end post-grouting piles for super large bridge pile foundations, etc were consulted. From these journals, it has been concluded an Artificial Intelligence application can be made to predict the efficiency of the pile. Based on the results, a pile cap can be created, or even grouting works can be performed to improve the load bearing of the structure. The commonest function of piles is to transfer a load that cannot be adequately supported at shallow depths to a depth where adequate support becomes available, also against uplift forces which cause cracks and other damages on superstructure. A bearing pile is described as a pile which can pass through weak material, whilst its tip get across a narrow distance, which in turn leads to a layer of improved bearing capacity. When piles are installed onto a layer with minimal ability to support, and the bearing capacity is being carried by friction which is acting on the sides of the pile, they are called friction piles. Many times, the load-carrying capacity of piles results from a combination of point resistance and skin friction. The load taken by a single pile can be determined by a static load test. The allowable load is obtained by applying a factor of safety to the failure load. Types of Piles Piles are of various types. These piles are classified based on the scope of construction and soil type. Figure 3. Common Driven Pile Types Concrete Piles Precast concrete piles can be either reinforced concrete piles or prestressed concrete piles. Concrete is adaptable for a wide range of pile types. It can be used in precast form in driven piles, or as insertion units in bore piles. Dense well-compacted good- quality concrete can withstand fairly hard driving and it is resistant to attack by aggressive substances in the soil, or in seawater or ground water. However, concrete is precast piles is liable to damage (possibly unseen) in hard driving conditions. Weak, honeycombed concrete in cast-in-situ piles is liable to disintegration when aggressive substances are precast in soils or in ground water. Cast In Place Concrete Piles Closed-ended hollow tubular sections of reinforced concrete or steel which are first driven into the ground and then filled with in-situ concrete. Cast-in-place concrete piles with their shell driven with mandrel are typically 50 to 80 ft (15 to 24 m) long and can specifically be designed for a wide range of loads. Typical loads that these piles can carry are 50 to 120 kips (222 to 534 kN) provided the maximum stress in concrete, is not more than 33% of 28-day strength. Figure 4. Cast-in-Situ Concrete Piles The main disadvantages are that these piles are difficult to splice after concreting, their thin shells can be damaged during driving, and redriving is not recommended. Not the most economical solution, limited span length and requires formwork support. Generally, stress in steel should not exceed 0.35 x yield strength of steel. Figure 5. Cast-in-Situ Concrete Piles The advantages are tht they have low initial cost, and tapered sections can provide higher-bearing resistance in granular stratum. These piles are best suited as medium-load friction piles in granular soils. Absolute minimum depth, no deck joints and aesthetic for small stream crossings. Precast Concrete Piles Manufacturing of pre-cast concrete piles are done within the range of 250mm 450mm. Mostly, the maximum section length can go up to 20m. There are various shapes of pile sections (eg. H-shaped, triangular-shaped, hexagonal-shaped, etc). Figure 6. Precast Reinforced Concrete Pile The construction of pre-cast concrete piles are done either in-situ or factory. Production and construction process widely affects the quality of the pile. A pile shoe should be fixed to the pile, in case the soil deposits contain a lot of boulders. This protects the pile while performing hard driving. For prestressed sections the maximum stresses should not exceed (0.33Æ’c 0.27 pe); where pe = effective prestress stress on the section. The main disadvantages of these piles are that they are difficult to handle without damage unless prestressed. They have a high initial cost, and prestressed piles are difficult to splice. It is also difficult to manufacture, subject to longitudinal and transverse cracking, not appropriate for curved or flared structures, complicated for skews. The advantages of these pile types include high load capacities, corrosion resistance, and resistance to hard driving. Absolute minimum depth of precast bridge for short and intermediate spans. Expedites stage construction. Drilled Shafts Drilled shafts are also known as caissons or piers or bored piles. This is often known to be a cost effective solution which is practiced worldwide. This is a widely used type of deep-foundation. Drilled Shafts are widely used in the construction of bridges and large buildings. This technique is used in construction areas where large loads along with lateral resistance are key factors. Figure 7.1. Drilled Shaft The main advantages are that it is economical, it could minimize pile need for pile cap, slightly less noise and reduced vibrations, adapts easily to varying site conditions and has high axial and lateral loading capacity. The main disadvantages are that it is extremely sensitive to construction procedures, not ideal for contaminated sites, and lack of qualified inspectors. Figure 7.2. Drilled Shaft A Drilled Pile is made of concrete or grout and cast or poured, in a plastic state, into a drilled hole in the earth. Augercast, Drilled Shafts, Drilled Cast-in-situ and, their variations are all forms of drilled piles. Completed drilled piles cannot be easily inspected after installation and can be difficult to install in very soft or loose soils, wet, and marine conditions. A Drilled Pile removes soil from the ground and the resulting round hole is filled with concrete or grout. Steel Piles These are more expensive then timber or concrete but this disadvantage may be outweighed by the ease of handling of steel piles, by their ability to withstand hard driving, by their resilience and strength in bending, and their capability to carry heavy loads. Steel piles can be driven in very long lengths and cause little ground displacement. They are liable to corrosion above the soil line and in disturbed ground, and they require cathodic protection of a tong life is desired in marine structures. Long steel piles of slender section may suffer damage by buckling if they deviate from their true alignment during driving. Figure 8. Steel Piles Steel piles are strong, lightweight to handle, and capable ofcarrying heavy loads to deeper bearing stratum. They can be extended to any length since splicing is relatively easy, and these can also be readily cut to any required length. This makes steel piles suitable for areas where the depth of bearing strata are variable. Various types of steel piles in common use include pipe piles, H-section piles, box section piles, and tapered and fluted tubes. Pipe piles and H-section piles are the most commonly used steel piles in engineering practice. Steel pipe piles can either be driven open ended or closed ended. Open-ended piles will experience less driving resistance and can be drilled through obstructions such as boulders and bedrock. The piles are generally economical in the range of 40 to 80 ft (12 to 24 m) and can carry loads as high as about 250 kips (1115 kN). Pipe piles are most suited where overburden is soft clays, silts, and loose-to-medium dense sand and is underlain by dense-bearing granular material. H-Piles A form of Steel pile is known as H-Pile. These are wide-flanged sections made of steel. The biggest advantage of this pile is that the displacement of soil becomes very less, when compared against other soil displacement methods practiced in the world. The H-pile falls under small displacement category. Figure 9. H-Piles Timber piles cannot be driven through hard ground. Steel H-piles are essentially end-bearing piles. Due to limited perimeter area, H-piles cannot generate much frictional resistance. Corrosion is a major problem for steel H-piles. The corrosion is controlled by adding copper into steel. H-piles are easily spliced. They are ideal for highly variable soil conditions. H-piles can bend under very hard ground conditions. This is known as dog legging, and the pile installation supervisor needs to make sure that the piles are not out of plumb. H-piles can get plugged during the driving process. If the H-pile is plugged, end bearing may increase due to larger area. On the other hand, skin frictionmay become smaller due to smaller wall area. When H-piles are driven, both analyses should be done (unplugged and plugged) and the lower value should be used for design. Unplugged: Low end bearing, high skin friction. Plugged: Low skin friction, high end bearing. Advantages are that H-pile is available in various lengths and sizes easy to splice high capacity low soil displacement many penetrate larger obstructions with driving shoes. The disadvantages are that it is vulnerable to corrosion, hence not recommended as friction piles in granular soils may force the h-pile to bend on the weaker axis, during the pile-driving process. Due to this, there is a high chance of curvature, which may result when the piles are driven into a larger depth. Cylindrical Cylindrical piles have a high axial compressive strength for high bearing capacities; they have high moments of inertia and therefore can serve well as both a column and a foundation pile under high vertical and lateral loads. Figure 10. Cylinder Piles Cylinder piles are often used in nearshore applications where smaller foundation piles would require cofferdam construction and other costly measures. Drilled shafts have similar load bearing properties and capabilities, however, they are generally more costly than piles installed by impact driving. Timber Piles Untreated timber piles may be used for temporary construction, revetments, fenders and similar work; and in permanent construction where the cutoff elevation of the pile is below the permanent ground water table and where the piles are not exposed to marine borers. They are also sometimes used for trestle construction, although treated piles are preferred. Timber piles are difficult to extend, hard to anchor into the footing to resist uplift, and subject to damage if not driven carefully. Timber piles also have a maximum allowable bearing capacity of 45 Tons, whereas most structure piles are designed for at least 70 Tons. These piles are mostly installed by driving and are best suited as friction piles in granular material. Figure 11. Timber Piles The main advantages of timber piles are that they have low initial cost, are easy to handle, and resist decay when they are permanently submerged. The main disadvantages are that it is tough to splice, are vulnerable to damage in hard driving, and are susceptible to decay unless treated. Treatment becomes necessary when these piles are intermittently submerged. Composite Piles Materials may be used in combination in piles and the most common example is the use of steel and concrete. This may be by using driven steel casings of various types filled with a structural core of concrete, or a steel pile protected externally by concrete casing; the latter is normally only possible for exposed lengths of piles such as would be encountered in a jetty structure. There are, however, forms of steel pile, which have grout pipes throughout their length, which are used for forming a protective outer casing after driving. Figure 12. Composite Piles The maximum stresses in timber, steel and concrete should not exceed the values specified above for various materials. The main disadvantage of these piles is that it is difficult to attain good joint between two materials. The main advantage is that considerable length can be provided at comparatively low cost. High capacity may be possible depending on materials. use of piles in construction There are two types of piles used for construction: Displacement Piles Non-Displacement Piles DisplacemeNt Pile The type of pile, which is rammed into the ground, which does not remove the soil, but displaces the soil downwards and sidewise. This type of pile foundation is called displacement pile. Figure 13. Displacement Piles This method piles displace soil during their installation, such as driving, jacking, or vibration, into the ground. Examples of these types of piles are timber, precast concrete, prestressed concrete, close-ended steel pipe, and fluted and tapered steel tube piles. The advantages of displacement piles are: Material forming pile can be inspected for quality. Soundness before driving. Not liable to squeezing or necking. Construction operation not affected by ground water. Projection above ground level advantageous to marine structures. Can be driven in the very long lengths. The disadvantages of displacement piles are: May break during driving, necessitation replacement pile. Unseen damages may occurring thus decreasing the carrying capacity. Noise pollution may be caused during hammering. Vibration caused during the hammering process may pose a threat to nearby structures. Non-DisplacemeNt Pile These Piles do not displace soil during their installation. These piles are formed by first removing the soil by boring and then placing prefabricated or cast-in-place pile into the hole from which an equal volume of soil was removed. Their placement causes little or no change in lateral ground stress, and, consequently, such piles develop less shaft friction than displacement piles of the same size and shape. Piling operation is done by such methods, as augering (drilling, rotary boring) or by grabbing (percussion boring). Most common types of no displacement piles are bored and cast-in-place concrete piles. The advantages of non displacement piles are: Material forming pile is not governed by handling or driving stresses. Can be installed in very long lengths. No ground heaves. Can be installed in conditions of low headroom. Figure 14. Non Displacement Piles The disadvantages of non displacement piles are: Concreting in water-bearing soils require special techniques. Inspection of concrete cannot be done after installation. Cannot be extended above ground level without special adoption. LITERATURE REVIEW Description of Journals This section contains the description paragraph for the 5 technical journals which has been chosen to support the main topic of research. Adel M. Hanna, George Morcous, and Mary Helmy (2004) Efficiency of Pile Groups Installed in Cohensionless Soil Using Artificial Neural Networks. Adel M.Hanna, George Morcous and Mary Helmy evaluated the efficiency of pile groups installed in cohension-less soil subjected to axial loading. The authors feel that a resistance to the column load may result in a major difference between the total capacity of the individual piles and the group piles. This could lead to destruction of the building. The authors have developed an ANN (Artificial Neural Network) model to assist the research. They have found that the ANN model is nearly 80% accurate to the predicted value. The predictions are very accurate, even with low tolerance values. They have also made an ANN model which can be easily updated when new data are obtained from laboratory and field tests. Kevin J.Bentley and M.Hesham El Naggar (2000). Numerical Analysis of Kinematic Response of Single Piles Kevin and Hesham have done a research on single piles, after anticipating the catastrophic losses in terms of human life and economic assets due to the earthquakes. They wanted to develop a model which evaluates the effects of ground motion on piles. Their aim was to develop a finite element model that can accurately model the kinematic soil-structure interaction of piles, accounting for non linear behavior of soil, discontinuity at the pile soil interface, energy dissipation and wave propagation. They found that the effect of the response of piles in elastic soil was slightly amplified in terms of accelerations and Fourier amplitudes. The authors have taken a good amount of information from previous researches made. They have found that the previous studies had its own drawbacks, which were concluded that interaction effects on kinematic loading are not significant at low frequencies but are significant for pile head loading. The authors used finite element program, ANSYS to analyze the full 3D transient method. They have found that the deflections obtained in the study were slightly greater than those from other tests. The authors concluded that the effect of soil layer overlaying the bedrock was to amplify the bedrock motion, which results in a higher free-field motion for the soil parameters used in the analysis. Increased Fourier amplitudes at the predominant frequency was an effect of soil plasticity. It slightly decreased the maximum acceleration amplitudes. Jinoh Won and Fred H. Kulhawy (2009) Reduction of Pile Head Displacement for Restrained Head Single Pile. The authors conducted a study on the effect of pile head fixity on the displacement of laterally loaded pile groups using analytical methods. It was found that the soil parameters have a major influence on the reduction factor, while the pile property influence is relatively minor. The rationale behind the problem is described as most pile foundations have pile cap that reduces the lateral displacement because of restraining effect on the pile heads. The authors learned that the previous researches which were done were for small-scale tests only. The authors have performed numerous tests, from which they found that there is a variation of reduction factor with soil properties for the drained cohensionless model. The authors have done a quantitative analysis to investigate the effect of pile head restraint on the displacement using an analytical method. Their design chart is matched reasonably well with the experimental and numerical data. Ling-gang Kong and Li-min Zhang (2007). Effect of Pile-cap Connection on Behaviour of Torsionally Loaded Pile Groups Evaluation of the responses, under torsion, of fixed as well as pinned pile cap was done by the authors. They have researched that, the torsional capacity of the pile group is significantly influenced by the pile-cap. The same applies with the pile-groups torque assignment. The authors claim that grouped piles are usually used as foundations for offshore platform, bridge bents and tall buildings. Due to natural disturbances like wind and wave actions, ship impacts or high-speed vehicles, the grouped piles may be exposed to significant torsional loads, leading to destruction and catastrophic effects on them. The authors have found that the lateral ad torsional resistance of the individual piles is mobilized by a pile group which is subjected to torsion. This could thrust up to 50% of the applied force, whilst the pile-cap foundation is fixed. From the research it has been noted that under loose sand the pile bend a minimal degree. Whereas under dense sand, and the same load, the pile bend less than the loose sand. They have modeled nonlinear soil response and major pile-soil-pile interactions and coupling effect in a pile group. Weiming Gong, Guoliang Dai and Haowen Zhang (2009) Experimental Study on pile-end post-grouting piles for super-large bridge pile foundations. The authors made an experimental study on pile-end and post-grouting piles for very large bridge-pile foundations. Before the after-grouting works were evaluated, the authors wanted to analyze the bearing capacity, bearing characteristics and displacement. The authors introduced 21 test piles to perform the experiment. The technique was implemented to increase the capacity as well as decrease settlement. The author has done a lot of background researches, across various bridges. From the research it has been found that the capacities are greatly enhanced after pile-base grouting. The Q-s curve before grouting decrease sharply under small loads and have great deviations from existed geological values, which attributes to long term interval between drilling and grouting. So the authors have proved that, by grouting, they have steadily increase the bearing capacity of a bridge. Order of Paragraphs Kevin and Hesham have done a research on single piles, after anticipating the catastrophic losses in terms of human life and economic assets due to the earthquakes. They wanted to develop a model which evaluates the effects of ground motion on piles. Their aim was to develop a finite element model that can accurately model the kinematic soil-structure interaction of piles, accounting for non linear behavior of soil, discontinuity at the pile soil interface, energy dissipation and wave propagation. They found that the effect of the response of piles in elastic soil was slightly amplified in terms of accelerations and Fourier amplitudes. The authors have taken a good amount of information from previous researches made. They have found that the previous studies had its own drawbacks, which were concluded that interaction effects on kinematic loading are not significant at low frequencies but are significant for pile head loading. The authors used finite element program, ANSYS to analyze the full 3D transient method. They have found that the deflections obtained in the study were slightly greater than those from other tests. The authors concluded that the effect of soil layer overlaying the bedrock was to amplify the bedrock motion, which results in a higher free-field motion for the soil parameters used in the analysis. Increased Fourier amplitudes at the predominant frequency was an effect of soil plasticity. It slightly decreased the maximum acceleration amplitudes. The authors conducted a study on the effect of pile head fixity on the displacement of laterally loaded pile groups using analytical methods. It was found that the soil parameters have a major influence on the reduction factor, while the pile property influence is relatively minor. The rationale behind the problem is described as most pile foundations have pile cap that reduces the lateral displacement because of restraining effect on the pile heads. The authors learned that the previous researches which were done were for small-scale tests only. The authors have performed numerous tests, from which they found that there is a variation of reduction factor with soil properties for the drained cohensionless model. The authors have done a quantitative analysis to investigate the effect of pile head restraint on the displacement using an analytical method. Their design chart is matched reasonably well with the experimental and numerical data. The authors carefully studied the reaction of two types of pile cap (fixed pinned) under torsion. They have researched that, the torsional capacity of the pile group is significantly influenced by the pile-cap. The same applies with the pile-groups torque assignment. The authors claim that grouped piles are usually used as foundations for offshore platform, bridge bents and tall buildings. Due to natural disturbances like wind and wave actions, ship impacts or high-speed vehicles, the grouped piles may be exposed to significant torsional loads, leading to destruction and catastrophic effects on them. The authors have found that the lateral ad torsional resistance of the individual piles is mobilized by a pile group which is subjected to torsion. This could thrust up to 50% of the applied force, whilst the pile-cap foundation is fixed. From the research it has been noted that under loose sand the pile bend a minimal degree. Where as under dense sand, and the same load, the pile bend less than the loose sand. They have modeled nonlinear soil response and major pile-soil-pile interactions and coupling effect in a pile group. Adel M.Hanna, George Morcous and Mary Helmy evaluated the efficiency of pile groups installed in cohension-less soil subjected to axial loading. The authors feel that a resistance to the column load may result in a major difference between the total capacity of the individual piles and the group piles. This could lead to destruction of the building. The authors have developed an ANN (Artificial Neural Network) model to assist the research. They have found that the ANN model is nearly 80% accurate to the predicted value. The predictions are very accurate, even with low tolerance values. They have also made an ANN model which can be easily updated when new data are obtained from laboratory and field tests. The authors made an experimental study on pile-end and post-grouting piles for very large bridge-pile foundations. Before the after-grouting works were evaluated, the authors wanted to analyze the bearing capacity, bearing characteristics and displacement. The authors introduced 21 test piles to perform the experiment. The technique was implemented to increase the capacity as well as decrease settlement. The author has done a lot of background researches, across various bridges. From the research it has been found that the capacities are greatly enhanced after pile-base grouting. The Q-s curve before grouting decrease sharply under small loads and have great deviations from existed geological values, which attributes to long term interval between drilling and grouting. So the authors have proved that, by grouting, they have steadily increase the bearing capacity of a bridge. Addition of Introductory and Concluding Sentences Pile is commonly described as a columnar element of a building foundation. Its function is to transfer the load from a superstructure to the hard layer in the soil, or on to the rocks. Kevin and Hesham have done a research on single piles, after anticipating the catastrophic losses in terms of human life and economic assets due to the earthquakes. They wanted to develop a model which evaluates the effects of ground motion on piles. Their aim was to develop a finite element model that can accurately model the kinematic soil-structure interaction of piles, accounting for non linear behavior of soil, discontinuity at the pile soil interface, energy dissipation and wave propagation. They found that the effect of the response of piles in elastic soil was slightly amplified in terms of accelerations and Fourier amplitudes. The authors have taken a good amount of information from previous researches made. They have found that the previous studies had its own drawbacks, which were concluded that interaction effects on kinematic loading are not significant at low frequencies but are significant for pile head loading. The authors used finite element program, ANSYS to analyze the full 3D transient method. They have found that the deflections obtained in the study were slightly greater than those from other tests. The authors concluded that the effect of soil layer overlaying the bedrock was to amplify the bedrock motion, which results in a higher free-field motion for the soil parameters used in the analysis. Increased Fourier amplitudes at the predominant frequency was an effect of soil plasticity. It slightly decreased the maximum acceleration amplitudes. The type of soil is an important entity while fixing piles. The authors conducted a study on the effect of pile head fixity on the displacement of laterally loaded pile groups using analytical methods. It was found that the soil parameters have a major influence on the reduction factor, while the pile property influence is relatively minor. The rationale behind the problem is described as most pile foundations have pile cap that reduces the lateral displacement because of restraining effect on the pile heads. The authors learned that the previous researches which were done were for small-scale tests only.The authors have performed numerous tests, from which they found that there is a variation of reduction factor with soil properties for the drained cohensionless model. The authors have done a quantitative analysis to investigate the effect of pile head restraint on the displacement using an analytical method. Their design chart is matched reasonably well with the experimental and nu merical data. The frictional resistance of the pile is directly proportional to the soil cohesiveness, which means if the soil is cohesive, it will have a better contact with the area of the side pile. The pile cap distributes the load from the pillars, or piers, to the piles. The authors studied the reaction of the two pile caps (fixed and pinned) cap under torsion. They have researched that, the torsional capacity of the pile group is significantly influenced by the pile-cap. The same applies with the pile-groups torque assignment. The authors claim that grouped piles are usually used as foundations for offshore platform, bridge bents and tall buildings. Due to natural disturbances like wind and wave actions, ship impacts or high-speed vehicles, the grouped piles may be exposed to significant torsional loads, leading to destruction and catastrophic effects on them. The authors have found that a pile group subjected to torsion simultaneously mobilizes lateral and torsional resistance of the individual piles and the torsional resistance could thrust up to 50% of the applied force, whilst the pile-cap foundation is fixed. From the research it has been noted that under loose sand the pile bend a minimal degree. Where as under dense sand, and the same load, the pile bend less than the loose sand. They have modeled nonlinear soil response and major pile-soil-pile interactions and coupling effect in a pile group. An Artificial Intelligence based application need to be created which would perform tests based on experimental values. Adel M.Hanna, George Morcous and Mary Helmy evaluated the efficiency of pile groups installed in cohension-less soil subjected to axial loading. The authors feel that a resistance to the column load may result in a major difference between the total capacity of the individual

Wetlands :: essays research papers

Soil and land managment Soil and Land Management The soil triangle is graph that helps the person determine the type of soil they are testing. This type of graph being a triangle has three sides. The first side, or right side is the percent of silt found in the soil sample. The second side, or the bottom is the percent of sand found in the soil sample. The third side, or the right side is the percent of clay found in the soil sample. You read the graph from right to left being silt, sand, to clay. There are twelve different classes of soil. The classes are sand, loamy sand, sandy loam, loam, silt loam, silt, sandy clay loam, clay loam, silty clay loam, sandy clay, silty clay, and clay. The particle size analysis we did I thought was very confusing, and unnecessary. The view of the soil underneath the microscope wasn’t very much different from the view without it, or at least I couldn’t tell much difference. The two millimeter mark on the paper was also very confusing. I had no idea of what I was doing during the particle size analysis. The mechanical soil analysis was much more to my liking. I understood the whole process and loved the project we did with it. From the begging when we went outside to collect the soil samples to when we were finished waiting the 24 hours for the water and soil particles to settle. After we mixed the right amount of dirt and water into the sample tube we had made two recordings of the percent of sand, silt, and clay. After that we took the readings over to the soil triangle to determine the type of soil that we had collected. The way soil is formed is not all that complicated. First soil begins as a rock and then is broken dependent upon the weathering factors. Soil types are based upon the type of rock from which they are made. Rock particles are further broken into various smaller sizes of rocks and minerals, then small plants such as lichens and mosses begin to grow on the rock surfaces. Dead plant materials or organic matter are mixed with rock fragments, and as more organic matter is formed, larger plant forms such as ferns, grasses, and shrubs take root. After that process bacteria and fungi break down the organic matter into simpler nutrients that are released into the soil, further aiding plant growth. The downside to this is that