Interpersonal Communication Essays - 1338 Words

Although there are several problems that can diminish the effectiveness of interpersonal communication, some tactics can be used in order to minimize these failures in communication. A recent visit to a hotel sparked a perfect example of this communication opportunity between a patron and the hotels front desk employee. nbsp;nbsp;nbsp;nbsp;nbsp;First of all, the history of the confrontation between the patron and the hotels front desk employee was clouded with expectations and assumptions. For example, the patron made a reservation for a room by using the hotel chains national reservation center. This center, in turn, is obligated to give the information to the individual hotels so that the hotels can then honor the reservations†¦show more content†¦nbsp;nbsp;nbsp;nbsp;nbsp;There were several other conditions that contributed to the communication breakdown between the hotel employee and the patron. For instance, the hotel employee did not at first give his full attention to the conversation with the patron. By not fully attending the situation, the patron felt that he was being somewhat ignored or that his problem was not terribly important to the employee even though it was extremely important to the patron (Bolton 26). Moreover, had there existed more initial eye contact between the emplo yee and the patron, positive feelings between the two could have been greatly increased (DeVito 124). After all, eye contact quot;expresses interest and a desire to listenquot; (Bolton 29). Without this eye contact, the patron likely felt that the employee had no desire to really listen. In addition, the environment was not conducive towards effective communication. For example, the employee was forced to handle several phone calls, requests from other patrons, and interruptions from other employees during the confrontation with the patron. Because he was not acting like an effective listener, the employee did not attempt to minimize these environmental distractions (Bolton 30) and conveyedShow MoreRelatedInterpersonal Communication753 Words   |  4 PagesTitle Student’s Name COM200: Interpersonal Communication Instructor’s Name Date (Sample March 19, 2014) Introduction- Thesis Statement * If you’re having difficulties writing a thesis, use the thesis generator in the Ashford Writing Center - https://awc.ashford.edu/writing-tools-thesis-generator.html. Remember, a thesis should make a claim – a definitive statement – about some issue. Here is an example: Effective communication is the most important factor in a successful relationshipRead MoreInterpersonal Communication Essay952 Words   |  4 PagesI. Introduction AND Thesis Statement Interpersonal communication is key to the life of a healthy relationship or marriage. Without communicating relationships and marriage will end failing. One of the biggest challenges with interpersonal communication lies in our ability to share our thoughts and concerns, conducted by feelings, desires, goals and needs, with another person 1) Explain the principles of and barriers to effective interpersonal communications. (You don’t have to list the objectivesRead MoreInterpersonal Communication And The Self1351 Words   |  6 PagesThroughout this semester in communications I have learned a lot about myself, how to deal with others, relationships, and more. There were some lessons that stood out to me the most, and that I thought about after class. The first was in chapter 3 about interpersonal communication and the self. During this chapter, we took a piece of paper and put four people that we knew down. We chose someone who we were just getting to know, and then others that we knew very well or that were very close to usRead MoreInterpersonal Communication1053 Words   |  5 PagesInterpersonal Communication Interpersonal communication is defined by Michael Cody as: the exchange of symbols used to achieve interpersonal goals(28). Does this definition include everything, or does it only include certain things?. When we are dealing with the issue of interpersonal communication we must realize that people view it differently. In this paper I will develop my own idea or definition of what interpersonal communication is. I will then proceed to identify any important assumptionsRead MoreInterpersonal Communication2332 Words   |  10 PagesAbstract Interpersonal communication is a form of communication involving people who are dependent upon each other and with a common history. There are various aspects of interpersonal communication that can be discussed. This paper looks at the principles of interpersonal communication, its barriers and relationship with emotional intelligence. Four principles are identified, which are: interpersonal communication is inescapable; interpersonal communication is irreversible; interpersonal communicationRead MoreInterpersonal Communication Elements2395 Words   |  10 PagesInterpersonal communication is cyclic in nature. The message I sent and then feedback is given to complete the communication cycle. As it is on going hence the relationship that is impersonal at the beginning turns into interpersonal where one person is at times the sender and at other times the receiver. A. Source [sender] – Receiver:  Interpersonal communication involves at least 2 individuals. Each person formulates and sends message [sender activity] and at the same time receives and comprehendsRead MoreInterpersonal Communication And The Workplace946 Words   |  4 PagesInterpersonal communication in the workplace is developed positively or negatively on the individual relationships we have combined with our human behaviors and human actions within each of those relationships. There are many things that can affect interpersonal communications within the workplace, from generational that create technological gaps, to diversity and tolerance it creates, and finally the type of workplace, is it a team environment encouraging inclusiveness within the organization orRead MoreInterpersonal Communication Skill Of Feedback983 Words   |  4 PagesThe interpersonal communication skill of feedback is essential for hospital nurses to give a suitable care to each patient because it enables the nurses to learn, and improve their motivation, performance and efficiency that assist to achieve their goal which is to help the patients heal. The interpersonal communication skill of feedback is a system of conveying information between two people regarding the receiver’s performance (Baker et al. 2013). In general, feedback is employed to deliver informationRead MoreInterpersonal Communication1292 Words   |  6 Pages | | | |Interpersonal Communication | | Read MoreThe Effects Of Interpersonal Competence On Interpersonal Communication1053 Words   |  5 PagesIntroduction Interpersonal competence is an aspect of communication that is rarely given attention despite being a crucial facet of human interaction. In fact, Beebe et al. argue that it is comparable to breathing for being do critical to human growth (2). According to Beebe et al., this aspect of communication is necessary to maintain relationships and to improve affairs between lovers (6-7). To enhance our competence in interpersonal communication, we need to learn and master ways of verbally relating

Use Of Declarative And Emotive Lexis Express The Community

Poets exploit a variety of ways to delineate the current social circumstances, but a really general theme been indicated through these poems which is relationship. Society depicted as bonded through different type of relationship. In these poems, many use of declarative and emotive lexis express the community massage about relationship better. Meanwhile, other articles still rely on general language which is much more inconspicuous. However, the main aim of these poems does not simply convince about the social relationship, but explain the importance of social relation. In these poems, poets depict relationships through different approaches. As part of society, relationships influence social intercourse very much. Flashback is a advisable approach to elaborate the interrelationship between different roles. In â€Å"Piano† by D.H Lawrence, Lawrence suggests that his memory bring him back to the moment spent with his mother. The opening lexis â€Å"softly† creates a gentle ambience. Using dispassionate adverb creates a calming atmosphere. In the opening line, Lawrence doesn’t name his mother and referring to â€Å"the woman† instead. The beginning of the poem seems remote and hazy. Also, he mentioned â€Å"child† who insinuates himself, emphasize the distance between the present and the past. Underline how well the relationship is in this family and underline how he misses his mother. Using onomatopoeic always subjoin the soft mood of the lexis, which â€Å"tingling† †tinkling† are good examples.Show MoreRelatedTranslation of Newspapers. Problems of British-American Press Headlines Translation15808 Words   |  64 Pagestranslating newspaper headlines. This defined the topicality of a new work. Subject of Research is represented by 100 newspaper headlines belonging to newspaper style and devoted to the study of lexical, grammatical, stylistic peculiarities and the use of knowledge obtained from practical and stylistic difficulties of translations of newspaper texts. Our research includes the analysis of the newspaper articles extracted from â€Å"Daily Nation†, â€Å"London Evening Standard†, â€Å"International Herald Tribune†

History Essay Fascism and/or National Socialism

Question: Dietrich Bonhoeffer- What can a study of this persons life teach us about the nature and impact of fascism and/or national socialism? Answer: Introduction Bonhoeffer was born in Germany in the year of 1906 in a family that was not so religious but had a strong musical and artistic heritage. Throughout his life, Bonhoeffer showed great interest in music, and it became one of the most important parts of his life. However, at the age of 14, he announced that he wanted to train and become a priest. After that, he graduated from the University of Berlin and traveled to Spain and America where he was moved by the notion of Churchs participation in social injustice. In the year of 1931, he returned to Berlin and was ordained as a priest at an age of 25. The life after was not same for Bonhoeffer. The rise of Hitler in 1933 not only changed the life of Bonhoeffer but also changed entire Germany under the influence of Nazism and Fascism. This study will mainly focus on the nature and impact of Nazism that was influenced by the fascist theories of Italy, which affect the whole the life of Bonhoeffer until his death. Background to Fascism Fascism was a dictatorial movement that was established mostly in Italy and some other European countries to protest against the social and political changes that took place after the World War I. The primary goal of this movement was also to express reaction against the socialism and communism during that time. The name Fascism came from the fasces that was a prehistoric Roman symbol of authority including a bunch of rods and an ax. Benito Mussolini was the father of Fascism that he found on March 23, 1919. Nazism was another philosophy that was derived from Fascism and was used to rule Germany. Fascist Ideology and Nazism The neo-idealist philosopher, Giovanni Gentile, mainly founded fascist philosophy highlighted the relegation of the individual to a totalitarian state which will regulate all the aspects of national life. Fascism supported violence and promoted it as a creative force of the philosophy. The feature of Italian Fascism was to disregard the class struggle from history by using patriotism and the corporate state. Depending on the same philosophy, Nazism was developed under the shadow of totalitarian Fascist creed and strategies that were accomplished by Adolf Hitler and his National Socialist German Workers Party from 1920-1945. Therefore, there not much difference between the Fascism and Nazism as both of the philosophies were related to each other and were build on same policies with same goals. Nature of Nazism After gaining power in Germany, Adolf Hitler turned the country into a fascist state where the economic system of the country remained capitalistic. However, the state used to play a significant role in managing the economy of the country. The government of Germany at that time forced the industrialists to produce the goods required by the Government. The Government personnel also set the price. Besides, Government also had the control to command workforces to move to where they were essential. The life of Bonhoeffer was change due to this Nazism in the country that created an impact on the lives of the people of Germany. While most of the Germany welcomed the election of Hitler, Bonhoeffer was the only person who raised his voice against it. He firmly understood that Hitler will not bring anything good for the country when a radio broadcast of him was cut off mid air as he was speaking against Hitler. Slowly but steadily Nazism gained so much control in the country that in the year of 1934, Hitler and the pop Puis XI signed a contract that stated the Government of the country will not interfere any religious events of decisions of the Church and the Church will not interfere in the politics of the country. As a result, the Church became weak and Bonhoeffer understood that it will not be easy to run any bold initiatives to oppose the Nazification of society with the help of the Church. During the same period, Hitler ceased the freedom to speak and protest abilities of the Germans. Most of the political administrations were debarred or became a part of Nazis. All elections both native and state were eradicated except the occasional referendum. People were allowed to have only that information related to fascist beliefs. In order to do this task and to promote fascism among the people of Germany, Joseph Goebbels kept a close check on the information that was delivered by the newspapers, magazines, books and radio broadcastings. Anything that tried to speak against Nazism or Hitler was either banned or eliminated. Impact of Nazism In spite several horrible experiences and stories of Nazism some historians believed that there was a little bit right in it. Most of the opponent parties joined hand with Hitler either for fear or prosperity. They got best houses, preferential treatments and superior jobs in the Government that gave them power over other people. Ordinary people at that time were also happy until 1939. The economic policies undertaken by Hitler and his associates provided a good life for ordinary people as the country was nurtured with full employment and security regarding finance. During that time, there was no poverty in Germany. The special program introduced by Hitler which was Strength through Joy (KdF) gave a lot of people fun and holidays. The movement called as Beauty of Work (SdA) allowed people to feel proud in what they were doing. Besides, transportation system was improved, new propagandas gave people hope and trust in Adolf Hitler gave the Germans a sense of security. However, some people absolutely rejected this atmosphere as The Nazis were a very male-dominated group. Their philosophy believed that women exist only as a child breeder and creator of the family. Job discrimination against women was encouraged. Even in the war, women were not permitted to take part. The life story of Bonhoeffer reflects the condition of protestors who stood against Hitler and his Nazi philosophy. Hitler used fear and horror for anyone who disapproved of their regime. All the trade unions were banned in 1933 with their offices closed; properties ceased and leaders were put in prison. Believers of Communism were either put into a concentration camp or were killed. Bonhoeffer was such a person who was prosecuted as he tried to oppose the Nazi beliefs and policies. However, Bonhoeffer is just an example as, during 1934-1945, nearly 300,000 men and women were sterilized. During the same period, nearly 85% of Germany's Gypsies were killed along with black people. Over 70 ,000 mentally people and over 5,000 mentally challenged children died as they were used as core subjects of Nazi experiments. The biggest effect of Nazism was World War started on 1st September, 1939 when Germany attacked Poland. It was the bloodiest war in human history as it killed almost 2.5% of world's total population. This period is also called as Holocaust that is considered as the biggest genocide in the history of humankind. During 1933 to 1945, almost six million Jews were killed along with homosexuals, Jehovah's witnesses and physically and mentally challenged people. Some of those people were taken to concentration camps where the able-bodied men were forced to do hard labor. Women, children and older people were killed by gas chambers. With little food and two hours of sleep, most of the people died due to Typhus, Typhoid, Dysentery and Tuberculosis. Even today, the effect Nazism haunts the people Germany as they are sometimes considered as racists and Neo-Nazis. As a result of the war, Germany lost 20% of its land. Most of the German living in those areas were either displaced or killed. Nearl y one million Germans lost their lives during the displacement. The war ended in 1945 with Hitler committing suicide along with his 40 hours wife Ema Brant; however, the effect of Nazism is still present in the Germany as they are still believed as descendants of Nazi Germany. Conclusion In the end, it is clear that in spite of some people tried to defend the post-war Nazi Germany for its property; the truth is entirely opposite. From the above study, it can be assumed that all the policies and rules implemented by Hitler for the people were only to gain their support and to distract them from the bigger picture. The Government of Germany under the rule of Adolf Hitler implemented employment but mostly in armed forces and its factories to build weapons. They were getting ready for the War and that is why they used this distraction of good policies. Some people who understood the situation such as Bonhoeffer were arrested and were murdered brutally later. This clearly indicates that in the name democracy the Nazi Germany was a country where Hitler had the right to say the final word without even getting any opinion or counter questions. Therefore, the effect of Nazism was so severe in Germany that even after 72 years of the, people of other countries cannot put their trust of German people. Bibliography Akbulut-Yuksel, Mevlude, and Mutlu Yuksel. "The long-term direct and external effects of Jewish Expulsions in Nazi Germany." American Economic Journal: Economic Policy 7, no. 3 (2015): 58-85. Assmann, Aleida. "Looking Away in Nazi Germany." In Empathy and its Limits, pp. 128-148. Palgrave Macmillan UK, 2016. Bauer, Thomas K., Sebastian Braun, and Michael Kvasnicka. "The Economic Integration of Forced Migrants: Evidence for Post War Germany." The Economic Journal 123, no. 571 (2013): 998-1024. Birdsall, Carolyn. Nazi soundscapes: sound, technology and urban space in Germany, 1933-1945. Amsterdam University Press, Amsterdam.2012. Braun, Sebastian, and Toman Omar Mahmoud. "The employment effects of immigration: evidence from the mass arrival of German expellees in postwar Germany." The Journal of Economic History 74, no. 1 (2014): 69. Childers, Thomas. The Formation of the Nazi Constituency 1919-1933 (RLE Nazi Germany Holocaust). Routledge, Abington. 2014. Eley, Geoff. Nazism as Fascism: Violence, ideology, and the Ground of Consent in Germany 1930-1945. Routledge, Abington.. 2013. Friedlander, Saul. Nazi Germany And The Jews: The Years Of Persecution: 1933-1939. Hachette UK, 2014.

Code of Ethics in ICT-Free-Samples for Students-Myassignmenthelp

Question: Create a Code of Ethics that pertains to you and your Company that you work for. If you don't currently work then you can base your Code of Ethics on a Company you have worked for or would like to work for. Answer: Code of Ethics Code of ethics in ICT refers to positive ways in which technology is used to bring about positive impact to social developments in different organizations (Pivec, 2011). They provide guidance on how staff of given organization should use resources in a manner that protects the well-being of each employee in an organization as well the organization at large. Formulated organizational rules/guidelines are used for obtaining quality and productive results of the organizations (Reenen, 2010). Having worked at one of the county government offices I therefore recommend the following code of ethics as explained by Rogerson (Rogerson, 2011). Avoid misuse of organization ICT resources such as internet. Misuse refers to the use of organizational resources for functions other than those intended for by the organization. Employees should not use organizational resources on their own personal activities other than that stipulated by the organization. Therefore every employee should avoid any action that might result to misuse of county resources. Privacy and Confidentiality This moral principle enhances proper use of the organizational and personal information by observing privacy and confidentiality of the involved parties. Every information of the County government should be treated with high level of privacy and confidentiality. Respect relevant laws set by organizations. Every organization has laws that govern every function performed by every employee in an organization. Therefore ethical employees should observe these laws and adhere to them as they conduct their County duties. Avoid harming others Harm in an organization refers to any signs of dangers that might lead to personal/social damage. In an organizational set up such as the county government where I worked people engaged in an ethical behavior such as leaking of other peoples payroll details or health information that could raise disputes or even tarnish other employees image. Therefore a proper guideline that governs how people use other peoples information within or outside the organization would promote quality and ethical habits between all the staffs within the organization. These ethical behaviors are very important in governing employees behaviors and provide moral guidelines that help employees to observe organizational professional code of conduct (Council, 2010). Feedback form Feedback procedure and implementation plan The implementation of this code of ethics should be done by observing the following steps with respect to the feedback provided by all staffs in an organization, in this case the County offices (Artinian, 2010). Define the responsibilities of all county government members unit and promote/support acceptance of these responsibilities. The County government should introduce procedures and attitudes that promote quality and welfare of public/ society which will reduce harmful behaviors to the society in accordance to the stipulated code of ethics. This will be achieved by encouraging participation of staffs in meeting their social duties in providing quality performance as required. Personnel and resources management to design and build information/communication systems that promote quality working environment. When implementing this code of ethics, the county government should put into consideration the employees personal and professional development, safety, and human rights. Appropriate standards should be considered in governing the use of organization resources such as ICT at workplace. Provide proper support and organization's computing and information resources authorization in promoting code of ethics at work place. Computer network or ICT can be used to harm others or benefits an organization; therefore, respective teams should provide clearly defined appropriate and inappropriate uses of organizational resources. Based on the employees feedback on the implementation of the code of ethics, all employees needs should be clearly addressed and assessed in order to ensure that they are incorporated in the requirements statements and the county infrastructure should validate these requirements. Formulate policies that protect the well-being of employees and all the stake holders in the county government for proper implementation of this code of ethics. Organizations should not implement systems that demean employees dignity since this would be unethical. Schedule of compliance checks A regular checkup should be carried out in order to ensure that the county government employees adhere to the stipulated rules or code of ethics. This can be on a weekly or monthly basis by monitoring every activity carried out by the employees and making comparison with the stipulated ethical standards for compliancy. The supervisor should be able to view or monitor every activity carried out via the county network by the employees and ensure that it is within the County government laws. This will enhance integrity of the employees and support ethical behaviors within the organization. These regular checks will ensure that: The employees uphold the principles of the code of ethics defined and promote it. Adhere to the defined ethical habits in order to avoid violation of these principles which might lead to defined penalties. Therefore the organization should enhance periodic employees system check up to promote existence of this code of ethics. In case of any infringement penalties such as dismissal will be applied for misuse of county resources and thereof one will pay for the misused resource. Grievance policy This policy will provide a clear channel of dealing with the county employees grievances. It will consider employees concerns raised about a given action by fellow employees or management at large (Hospital, 2012). In case of a grievance raised by West Pokot County Government Employees, this shall be addressed with consideration of the County Government policies outlined and laws that govern the code of ethics. Therefore the organization shall follow these principles when addressing the grievances. Find out why the employ is aggrieved. Find facts that surround the employees concerns. Formulate solutions that address the employees grievances without causing harm to others or the organization at large. Communicate to the employee on the possible and impossible solutions. Do a thorough follow up to ensure that the employee issues are addressed. This will promote proper channel of communication within the county government as well as proper problem solving mechanisms to address concerns of the employees (acas, 2009). Rollout process and staff training plan Once all the laid down procedures are formulated and the County Government is ready to implement the desired set of standards, a proper documentation of the same should be provided to all the staffs or departments in order to promote availability and accessibility. Then training of the staffs should commence. This should be done starting with staffs holding high offices with more responsibilities downwards. This will create a more organized way of establishing the standards from high level to the lower levels. Thus it will be easier for lower level employees to embrace the standards since their superiors already did the same. Also supervisors will be able to lead by example and be able to monitor their juniors effectively. References acas, 2009. Disciplinary and grievance procedures. In acas, ed. Code of Practise 1. Ireland 16 Arthur Street: TSO(The Stationery Office). pp.5-16. Artinian, C.J., 2010. CODE OF ETHICS. Chicago: 325 N. LaSalle Street MORTON'S RESTAURANT GROUP, INC. Council, A., 2010. ACM Code of Ethics and Professional Conduct. [Online] Available at: https://www.acm.org/about-acm/acm-code-of-ethics-and-professional-conduct [Accessed 8 August 2017]. Hospital, A., 2012. Policies. [Online] Available at: https://www.adkhospital.mv/en/page/policies/employee-grievance-policy [Accessed 12 August 2017]. Pivec, F., 2011. Codes of Ethics and Codes of Conduct for Using ICT in Education. Research papers. Slovenia: Preernova ulica 17 IZUM. Reenen, V., 2010. The economic impact of ICT. Final report. London: Enterprise LSE. Rogerson, P.S., 2011. ICT Codes of Ethics. De Montfort University: CEPSIS Centre for Computing and Social Responsibility.

Contract Negotiations Essay Example

Contract Negotiations Essay Contract Negotiations Cathy Piersall OMM618: Human Resources Management Instructor: Fabio Moro March 14, 2013 The producers said the WGA was not bargaining in good faith. What did they mean by that, and do you think the evidence is sufficient to support the claim? Firstly, everyone understand what Good Faith bargaining stands for: Good-faith bargaining generally refers to the duty of the parties to meet and negotiate at reasonable times with willingness to reach agreement on matters within the scope of representation; however, neither party is required to make a concession or agree to any proposal (USlegal. om, 2001-2013). Good faith bargaining requires employers and unions involved in collective bargaining to: 1. ) use their best endeavors to agree to an effective bargaining process; 2. ) meet and consider and respond to proposals made by each other; 3. ) respect the role of the others representative by not seeking to bargain directly with those for whom the representative acts 4. ) not do anything to undermine the bargaining process or the authority of the others representative (USlegal. com, 2001-2013). It is dishonest labor practice for any union to reject to bargain in good faith with the employer concerning wages, hours, and other employment conditions (Dessler, 2011). Dessler (2011) states, that in† October 2007, the Writers Guild asked its members for strike approval, and the producers were maintaining that the guild was just trying to delay negotiations until the current contract expired at the end of October†. Both the Writers Guild and the producers knew that timing for these negotiations is crucial. Television series are in full production during the fall and spring. If the writers were to go on strike now would have a bigger impact than they would have if they waited until the end of October. The proof the producers had at that time was the WGA negotiating committee stayed less than an hour at the bargaining table before leaving (Dessler, 2011). The WGA did eventually strike. What tactics could the producers have used to fight back once the strike began? What tactics do you think the WGA used? Some of the tactics the producers could have used in fight back once the strike began are: 1. ) agree to stand firm to specific terms while giving some lead way on others; 2) continued to promote for new media. We will write a custom essay sample on Contract Negotiations specifically for you for only $16.38 $13.9/page Order now We will write a custom essay sample on Contract Negotiations specifically for you FOR ONLY $16.38 $13.9/page Hire Writer We will write a custom essay sample on Contract Negotiations specifically for you FOR ONLY $16.38 $13.9/page Hire Writer WGAs tactics consisted of delaying until their contracts to run out and declined to write anything until an agreement had been reached. This was a conflict between professional and creative people (the WGA) and TV and movie producers. Do you think the conflict was therefore different in any way than are the conflicts between, say, the auto workers or Teamsters unions against auto and trucking companies? Why? I believe that this conflict could be thought of as talent versus business. On the other hand, WGA writers felt that their work was a form of art and they felt that it should be treated like art should be paid for sharing their art. On the other hand, some of the producers may not see the work of the writers as art but see it as work nothing special. Some people do not consider the passions and commitments that writers put into their work. The producers claimed they wanted a profit-splitting system instead of the current residual system (Dressler, 2011, p. 288). I believe the conflict could have been solved much earlier if the two sides could have come to an answer on the residual system. What role (with examples, please) did negotiating skills seem to play in the WGA-producers’ negotiations? In February 2008, the WGA and producers at last came to an agreement. The new contract was â€Å"the direct result of renewed negotiations between the two sides, which culminated Friday with a marathon session including top WGA officials and the heads of the Walt Disney Co. and News Corp† (Dessler, 2011, pg 288). References: USlegal. com, (2001-2013). â€Å"Legal Terms, Definitions and Dictionary†. Retrieved March 12, 2013 from website http://definitions. uslegal. com/g/good-faith-bargaining/ Dessler, G. (2011). â€Å"A Framework for Human Resource Management† (6th ed. ). Upper Saddle River, NJ: Prentice Hall.

Netherlands - Geography, Government and History

Netherlands - Geography, Government and History Population: 16,783,092 (July 2010 estimate) Capital: Amsterdam Seat of Government: The Hague Bordering Countries: Germany and Belgium Land Area: 16,039 square miles (41,543 sq km) Coastline: 280 miles (451 km) Highest Point: Vaalserberg at 1,056 feet (322 m) Lowest Point: Zuidplaspolder at -23 feet (-7 m) The Netherlands, officially called the Kingdom of the Netherlands, is located in northwest Europe. The Netherlands borders the North Sea to its north and west, Belgium to the south and Germany to the east. The capital and largest city in the Netherlands is Amsterdam, while the seat of government and therefore most government activity is in the Hague. In its entirety, the Netherlands is often called Holland, while its people are referred to as Dutch. The Netherlands is known for its low lying topography and dikes, as well as for its very liberal government. History of the Netherlands In the first century B.C.E., Julius Caesar entered the Netherlands and found that it was inhabited by various Germanic tribes. The region was then divided into a western portion that was inhabited mainly by Batavians while the east was inhabited by the Frisians. The western part of the Netherlands became a part of the Roman Empire. Between the 4th and 8th centuries, the Franks conquered what is today the Netherlands and the area was later given to the House of Burgundy and the Austrian Habsburgs. In the 16th century, the Netherlands were controlled by Spain but in 1558, the Dutch people revolted and in 1579, the Union of Utrecht joined the seven northern Dutch provinces into the Republic of the United Netherlands. During the 17th century, the Netherlands grew in power with its colonies and navy. However, the Netherlands eventually lost some of its importance after several wars with Spain, France, and England in the 17th and 18th centuries. In addition, the Dutch also lost their technological superiority over these nations. In 1815, Napoleon was defeated and the Netherlands, along with Belgium, became a part of the Kingdom of the United Netherlands. In 1830, Belgium formed its own kingdom and 1848, King Willem II revised the Netherlands constitution to make it more liberal. From 1849-1890, King Willem III ruled over the Netherlands and the country grew significantly. When he died, his daughter Wilhelmina became queen. During World War II, the Netherlands was continuously occupied by Germany beginning in 1940. As a result, Wilhelmina fled to London and established a government in exile. During WWII, over 75% of the Netherlands Jewish population was killed. In May 1945, the Netherlands was liberated and Wilhelmina returned the country. In 1948, she abdicated the throne and her daughter Juliana was queen until 1980 when her daughter Queen Beatrix took the throne. Following WWII, the Netherlands grew in strength politically and economically. Today the country is a large tourist destination and most of its former colonies have gained independence and two (Aruba and the Netherlands Antilles) are still dependent areas. The Government of the Netherlands The Kingdom of the Netherlands is considered a constitutional monarchy (list of monarchs) with a chief of state (Queen Beatrix) and a head of government filling the executive branch. The legislative branch is the bicameral States General with the First Chamber and the Second Chamber. The judicial branch is made up of the Supreme Court. Economics and Land Use in the Netherlands The economy of the Netherlands is stable with strong industrial relations and a moderate unemployment rate. The Netherlands is also a European transportation hub and tourism is also increasing there. The largest industries in the Netherlands are agroindustries, metal and engineering products, electrical machinery and equipment, chemicals, petroleum, construction, microelectronics, and fishing. Agricultural products of the Netherlands include grains, potatoes, sugar beets, fruits, vegetables, and livestock. Geography and Climate of the Netherlands The Netherlands is known for its very low lying topography and reclaimed land called polders. About half of the land in the Netherlands is below sea level polders and dikes make more land available and less prone to flooding for the growing country. There are also some low hills in the southeast but none of them rise above 2,000 feet. The climate of the Netherlands is temperate and highly affected by its marine location. As a result, it has cool summers and mild winters. Amsterdam has a January average low of 33ËšF (0.5ËšC) and an August high of just 71ËšF (21ËšC). More Facts about the Netherlands The official languages of the Netherlands are Dutch and FrisianThe Netherlands has large minority communities of Moroccans, Turks, and SurinameseThe largest cities in the Netherlands are Amsterdam, Rotterdam, The Hague, Utrecht and Eindhoven.

Mangement Essay Example | Topics and Well Written Essays - 750 words

Mangement - Essay Example He maintains that it is more important for a leader to be competent than intelligent. Due to the popularity of his competency movement, multinational companies started formulating complex competency models which laid down the framework regarding desirable behaviour and skills in the organization. People who adhered to these competency models would be rewarded and vice – versa. However, this model left very little room for the development of the leader. A leader was unable to show his motivational skills, leadership styles and even prove his point of view. Traditional competency models focussed on developing individual behaviour and skills and in overcoming individual weaknesses. They believed that this will lead to overall team development. However, they failed to understand that in a team environment individuals benefit from each other’s strengths and it is very important for overall team development and not to focus on individual development. The third and final assum ption of competency model is that jobs are static and individuals benefit by following a set of competency rules laid down by the organization. This thought in itself is flawed. People are hungry for recognition and they are happy to display their skills and qualities. In the modern world, leaders must have the below mentioned competency skills in order to be efficient and successful. 1. Visionary and strategic thinking – Leaders must be able to set long term goals and act as a guide and mentor to the followers by leading and directing them to achieve these goals. he must be able to understand the environmental changes both nationally and globally and guide his followers accordingly. 2. Adaptability and change movement – Leaders must be able to adapt to changes in the organization. An effective leader easily adapts to changes required to attain the goal.He also must be able to blend different leadership styles depending on the situation in order to guide his followers through the change process. 3. Drive for results – Leaders must take the ownership and be personally responsible for success and failures. He must be passionate to achieve goals and must encourage his followers to do the same. 4. Team leadership competency – An efficient leader should act as a guide and mentor and direct the team in order to attain desired objectives. He should be keen to take responsibilities to meet targets and also take active part in the organization’s success. 5. People development – Efficient leaders must promote follower’s growth and provide a platform for them to succeed. This will help to develop future leaders and will eventually lead to the success of the organization as a whole. 6. Risk management – Competent leaders must be innovative and be prepared to take risks and experiment with new methods in order to foster development. They must use new and innovative techniques to solve problems and also adapt to change s. 7. Values and ethics – Good leaders must follow social norms and ethics and set examples for the followers. They must not resort to dishonest means or engage themselves in illegal or unlawful activities. Nowadays, most organizations are giving a lot of importance to ethical behaviours of leaders as recently there has an increase in scams and scandals which translates to the fact that there has been a lot of ethically failed leaders. 8. Service orientation – An effective and competent leader understand the needs of his clients and tries to meet client expectations. He

Media literacy should be taught to boys ages 6-12 to understand the Essay

Media literacy should be taught to boys ages 6-12 to understand the dangers of professional wrestling - Essay Example Since there is no filter available that can discriminate what content suits what age bracket, therefore the impacts can be quite adverse. Media literacy education is very essential because it will help children to discriminate the content on their own and would eventually help them to choose what is feasible for them. The age bracket from six to twelve years is very fragile where a child adapts a lot thus it is very important to assist them and provide them with the basic knowledge so that they do not implement what they see. Thus it is very important to inculcate media literacy amongst young children so that they understand the adverse impacts of professional Wrestling."By its very nature, professional  wrestling promotes violence  as a reason to watch. With all the  brutality in this world  Zillmann and Bryant (1994) argued that audiences, especially  children, seek out arousing entertainment to relieve boredom." (Oppliger, 2004) Firstly professional wrestling has evolved tremendously since it has been given the criteria of a sport. This sport has another very important side to it, which is the entertainment factor it provides. When young children have access to wrestling they not only get enthralled by the entertainment factor but also the stunts done leave a very profound impact on their mind. They develop this wrong approach that they can practice the same stunts at home, school or other places. They do not realize that the stunts performed there are under strict supervision and are a result of intense practice. Without any supervision or practice the young children involve in wrestling activities which can result in serious injuries and damage to health. When children are not educated about the adverse impacts associated with wrestling they will not only damage themselves but others as well. Furthermore it needs to be realized here that children adapt whatever they see. Hence it is very important to educate them about wrestling so that they do n ot implement what they see. Secondly another issue that can arise if young children have access to professional wrestling is that they learn to use abusive language. "any greater degree of violence than is occasioned by blows,  wrestling, and pulling of the hair; and their  abusive language." (Rees, 1905) These matches it has been observed that the wrestlers tend to use such abusive terms which are not suitable for the young minds. Many a times it has been seen that children use the language they learn from these wrestling at home; school etc. and when they are asked from where they learned such language they usually blame wrestling. Children who are belonging to the age bracket of six to ten are at a stage of developing. Their reflexes are becoming sharper and their cognition is developing. During this phase if they start to learn such abusive language that will always have a very drastic impact on their overall upbringing. These words are then used at various instances reflect ing their learning from these wrestling programs. Language is very important when it comes to young children and if they do continue to watch such programs which promote abusive language then the impacts can be quite adverse. Thirdly another major danger that can damage the young minds is the propagation of vulgarity, profanity and female adolescence.These shows have become an emblem of vulgarity. Young children

The Custom Woodworking Company Essay Example | Topics and Well Written Essays - 1000 words

The Custom Woodworking Company - Essay Example First of all, the project went wrong from the initiation phase itself. In fact, in the initiation phase, the idea for the project is to be ‘fully explored and elaborated’ (Baars, 2006, p. 3). In addition, a proper decision regarding the purpose of the project, the parties to be involved, and the base of support to be provided should all be decided. Evidently, the initiation phase had to answer such questions as the purpose of the project, the feasibility of the project, the people to be included in the project, what results are to be obtained, and the possible boundaries of the project. In other words, according to Heyworth (2002, p. 12), the project concept phase requires solid and clear decision-making process. For this purpose, first of all, a project priority list should be made with clearly defined goals of the project. In fact, there is a lack of this understanding of priority in the case of Woody 2000. For example, there is no project priority list. Instead the pr oject is trying to achieve a number of goals at the same time. Firstly, there is the desire to expand the manufacturing process in order to harvest the benefits of the commercial construction in south-western BC. Secondly, the company wanted to solve the problem of falling production efficiency due to less manufacturing space. When the company develops the project concept, it is not clear as to which goal it is trying to get. One can see that this happened because of lack of coordinated leadership. To illustrate, the company management brought too many people to the concept phase, including Bruce Sharpe who wanted to expand business, Miles Faster who wants to increase production efficiency, John Carpenter who wants computer controlled automation, and Kim Cashman and Spencer Moneysworth who want to cut costs. As a result, what happened was a disjoined decision making. It happens because the people in the phase possessed various ideas about what the project should be. In order to solv e the problem, it was necessary for the team to decide what has to be the priority. As a result of all of these, even when the project was approved, it lacked a specific definition as the project was trying to reach various outcomes at the same time. In other words, different members were concerned about different outcomes. In addition, one can see that the estimated cost is $17 million. However, Woody has decided to spend a maximum of $17 million. It is very evident that a project is likely to cost more than the roughly estimated cost. Thus, the decision to spend not more than the roughly estimated amount will cause financial troubles for the project The real objective of the project could have been to expand the manufacturing process in order benefit from the boom in construction. In order to achieve this objective, the company could adopt a number of different strategies. First of all, the company could start another manufacturing unit in a different place. As already seen in the case study, there was a property available at attractive price some fifteen miles away from the head office. It was possible for the company to develop a new production unit without disrupting the existing production unit. Another option for the company was to expand its existing production plant, and thus raise production capacity. However, the best possible solution at this point is to start a new production plant in the new profitable location with all modern

In-place Pile Foundation for a Tower-building Project

In-place Pile Foundation for a Tower-building Project CHAPTER 1 1 Introduction Pile foundations are used to carry a load and transfer the load of a given structure to the ground bearing, which is found below the ground at a considerable depth. The foundation consists of several piles and pile-caps. Pile foundations are generally long and lean, that transfers the structure load to the underlying soil (at a greater depth) or any rock having a great load-bearing ability. â€Å"The main types of materials used for piles are Wood, steel and concrete. Piles made from these materials are driven, drilled or jacked into the ground and connected to pile caps. Depending upon type of soil, pile material and load transmitting characteristic piles are classified accordingly.† (Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith). The objective of this project is to identify the design use of a cast-in-place pile foundation, for the tower-building project. The tower building project is called the Gemini Towers. The purpose of this construction (building) is to facilitate office spaces. This also resides on a rocky area. The building has been designed as per state-of-the-art designing concepts which are basically to attract foreign investors to invest in Oman. The Gemini Building has 1 basement, 1 ground and 19 floors. Cast-in-place concrete piles are shafts of concrete cast in thin shell pipes, top driven in the soil, and usually closed end. Such piles can provide up to a 200-kip capacity. The chief advantage over precast piles is the ease of changing lengths by cutting or splicing the shell. The material cost of cast-in-place piles is relatively low. They are not feasible when driving through hard soils or rock. 1.1 Aim The aim of this project is to design and propose cast in-place pile foundation for a tower-building project and study the efficiency for the same. To achieve this aim the following objective has to be achieved. 1.2 Objectives The objectives of this project are as following: To study the field soil condition, suitability of pile and investigate the soil. To study the advantages and efficiency of using cast-in-place pile for the building. To study the guidelines for the design of cast in-place structure according to BS 8004, 8110, 8002, etc. To design the pile foundation as per the guidelines and the soil conditions (analyse the load, calculate the moment and determine the length and diameter and reinforcement). To use computer structural designing program for performing design (CAD and STAD). 1.3 Methods The methods followed in preparing this project is by collecting the project plan and the soil investigation report. Then after that, research has been done on in-situ pile foundation type, to identify its characteristics. The next step is to study the pile designing criteria by referring to BS 8004, 8110 8002 codes to understand the guidelines, which shall be followed to accomplish the pile design. For this, the structural loads have to be analysed and identified using ultimate state design method. Then the design is processed depending on the data gathered on soil conditions, design loads and BS code guidelines. Thus, a proposal for the suitable pile will be prepared by identifying the reasons over the proposal. 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. Chapter 2 Literature Review 2 Pile Foundation â€Å"Pile foundations are used extensively in bridges, high-rise buildings, towers and special structures. In practice, piles are generally used in groups to transmit a column load to a deeper and stronger soil stratum. Pile may respond to loading individually or as a group. In the latter case, the group and the surrounding soil will formulate a block to resist the column load. This may lead to a group capacity that is different from the total capacity of individual piles making up the group.† (Adel M. Hanna et al, 2004). â€Å"Pile foundations are the part of a structure used to carry and transfer the load of the structure to the bearing ground located at some depth below ground surface. The main components of the foundation are the pile cap and the piles. Piles are long and slender members which transfer the load to deeper soil or rock of high bearing capacity avoiding shallow soil of low bearing capacity. The main types of materials used for piles are Wood, steel and concrete. Piles made from these materials are driven, drilled or jacked into the ground and connected to pile caps. Depending upon type of soil, pile material and load transmitting characteristic piles are classified accordingly.† (Ascalew Abebe et al, 2005) 2.1 Functions of Piles The purposes of pile foundations are: to transmit a foundation load to a solid ground. to resist vertical, lateral and uplift load. â€Å"A structure can be founded on piles if the soil immediately beneath its base does not have adequate bearing capacity. If the results of site investigation show that the shallow soil is unstable and weak or if the magnitude of the estimated settlement is not acceptable a pile foundation may become considered. Further, a cost estimate may indicate that a pile foundation may be cheaper than any other compared ground improvement costs. Piles can also be used in normal ground conditions to resist horizontal loads. Piles are a convenient method of foundation for works over water, such as jetties or bridge piers.† (Pile Foundation Design: A Student Guide, by Ascalew Abebe Dr Ian GN Smith, 2003). 2.2 Classification of Piles 2.2.1 Classification of pile with respect to load transmission End-bearing. Friction-piles. Mixture of cohesion piles friction piles. 2.2.1.1 End bearing piles This type of piles is designed to transfer the structural load to a stable soil layer which is found at a greater depth below the ground. The load bearing capacity of this stratum is found by the soil penetration resistance from the pile-toe (as in figure 1.2.1.1). The pile normally has attributes of a normal column, and should be designed as per the guidelines. The pile will not collapse in a weak soil, and this should be studied only if a part of the given pile is unsupported. (Eg: If it is erected on water / air). Load transmission occurs through cohesion / friction, into the soil. At times, the soil around the pile may stick to the pile surface and starts â€Å"negative skin friction†. This phenomenon may have an inverse effect on the pile capacity. This is mainly caused due to the soil consolidation and ground water drainage. The pile depth is determined after reviewing the results from the soil tests and site investigation reports. 2.2.1.2 Friction piles (cohesion) The bearing capacity is calculated from the soil friction in contact with the pile shaft. (as in Figure 1.2.1.2). 2.2.1.3 Mixture of cohesion piles friction piles. This is an extended end-bearing pile, when the soil underneath it is not hard, which bears the load. The pile is driven deep into the soil to create efficient frictional resistance. A modified version of the end-bearing pile is to have enlarged bearing base on the piles. This can be achieved by immediately pushing a large portion of concrete into the soft soil layer right above the firm soil layer, to have an enlarged base. Similar result is made with bored-piles by creating a bell / cone at the bottom by the means of reaming tools. Bored piles are used as tension piles as they are provided with a bell which has a high tensile-strength. (as in figure 1.2.1.3) 2.3 Cast-in-Place Pile Foundation Cast-in-place piles are installed by driving to the desired penetration a heavy-section steel tube with its end temporarily closed. A reinforcing cage is next placed in a tube which is filled with concrete. The tube is withdrawn while placing the concrete or after it has been placed. In other types of pile, thin steel shells or precast concrete shells are driven by means of an internal mandrel, and concrete, with or without reinforcement, is placed in the permanent shells after withdrawing the mandrel. 2.3.1 Advantages Length of the pile can be freely altered to cater varying ground conditions. Soil removed during the boring process can be verified and further tests can be made on it. Large diameter installations are possible. End enlargements up to two or three diameters are possible in clays. Pile materials are independent during driving / handling. Can be installed to greater depths in the soil. Vibration-free and noise-free while installation. Can be installed in conditions of very low headroom. Ground shocks are completely nil. 2.3.2 Disadvantages Susceptible to necking or wasting in pressing ground. Concrete is not pumped under suitable conditions and cannot be inspected. The cement on the pile shaft will be washed up, if there is a sudden surge of waster from any pressure caused underground. Special techniques need to be used to ensure enlarged pile ends. Cannot be easily prolonged above ground-level especially in river and marine structures. Sandy soils may loosen due to boring methods and base grouting may be required for gravely soils to improve base resistance. Sinking piles may result in ground-loss, leading to settlement of nearby structures. CHAPTER 3 3 Load Distribution To a great extent the design and calculation (load analysis) of pile foundations is carried out using computer software. The following calculations are also performed, assuming the following conditions are met: The pile is rigid. The pile is pinned at the top and at the bottom. Each pile receives the load only vertically (i.e. axially applied). The force P acting on the pile is proportional to the displacement U due to compression. Therefore, P = k U Since P = E A E A = k U k = (E A ) / U Where: P = vertical load component k = material constant U = displacement E = elastic module of pile material A = cross-sectional area of pile (Figure 3 load on single pile) The length L should not necessarily be equal to the actual length of the pile. In a group of piles. If all piles are of the same material, have same cross-sectional area and equal length L, then the value of k is the same for all piles in the group 3.1 Pile foundations: vertical piles only 3.1.1 Neutral axis load The pile cap is causing the vertical compression U, whose magnitude is equal for all members of the group. If Q (the vertical force acting on the pile group) is applied at the neutral axis of the pile group, then the force on a single pile will be as follows: Pv = Q / n Where Pv = vertical component of the load on any pile from the resultant load Q n = number of vertical piles in the group (see figure 3.1.2) Q = total vertical load on pile group 3.1.2 Eccentric Load If the same group of piles are subjected to an eccentric load Q which is causing rotation around axis z (see fig 3.1b); then for the pile i at distance rxi from axis z: Ui = rxi . tanÃŽ ¸ ∠´ Ui = rxi ÃŽ ¸ => Pi = k . r xi . ÃŽ ¸ ÃŽ ¸ is a small angle ∠´ tanÃŽ ¸ ≈ ÃŽ ¸ (see figure 3.1.2). Pi = force (load on a single pile i). Ui = displacement caused by the eccentric force (load) Q. rxi = distance between pile and neutral axis of pile group. rxi positive measured the same direction as e and negative when in the opposite direction. e = distance between point of intersection of resultant of vertical and horizontal loading with underside of pile. (Figure 3.1.2 – Example of a pile foundation – vertical piles) The sum of all the forces acting on the piles should be zero ⇔ ⇔ Mxi = Pi . rxi = k . rxi . ÃŽ ¸ rxi = k . ÃŽ ¸ r2xi => => Mxi = From previous equation, Mz = ÃŽ £Mz Applying the same principle, in the x direction we get equivalent equation. If we assume that the moment MX and MZ generated by the force Q are acting on a group of pile, then the sum of forces acting on a single pile will be as follows: If we dividing each term by the cross-sectional area of the pile, A, we can establish the working stream ÏÆ': CHAPTER 4 4 Load on Pile 4.1 Introduction â€Å"Piles can be arranged in a number of ways so that they can support load imposed on them. Vertical piles can be designed to carry vertical loads as well as lateral loads. If required, vertical piles can be combined with raking piles to support horizontal and vertical forces.† (Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith) â€Å"Often, if a pile group is subjected to vertical force, then the calculation of load distribution on single pile that is member of the group is assumed to be the total load divided by the number of piles in the group.† (Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith) However, if a given pile group is subjected to eccentric vertical load or combination of lateral vertical load that can start moment force. Proper attention should be given during load distribution calculation. 4.2 Pile Arrangement â€Å"Normally, pile foundations consist of pile cap and a group of piles. The pile cap distributes the applied load to the individual piles which, in turn, transfer the load to the bearing ground. The individual piles are spaced and connected to the pile cap. Or tie beams and trimmed in order to connect the pile to the structure at cut-off level, and depending on the type of structure and eccentricity of the load, they can be arranged in different patterns.† (Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith) (Figure 2.2 Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith)) In this section, considering pile/soil interaction, calculations on the bearing capacity of single piles subjected to compressive axial load has been described. During pile design, the following factors should be taken into consideration: Pile material compression and tension capacity. Deformation area of pile, bending moment capacity. Condition of the pile at the top and the end of the pile. Eccentricity of the load applied on the pile. Soil characteristics. Ground water level. 4.3 The behaviour of piles under load Piles are designed in line with the calculations based on load bearing capacity. It is based on the application of final axial-load, as per the given soil conditions at the site, within hours after the installation. This ultimate load capacity can be determined by either: The use of empirical formula to predict capacity from soil properties determined by testing. or Load test on piles at the site. When increasing compressive load is applied on the pile, the pile soil system reacts in a linear elastic way to point A on the above figure (load settlement). The pile head rebounds to the original level if the load realises above this point. â€Å"When the load is increase beyond point A there is yielding at, or close to, the pile-soil interface and slippage occurs until point B is reached, when the maximum skin friction on the pile shaft will have been mobilised. If the load is realised at this stage the pile head will rebound to point C, the amount of permanent settlement being the distance OC. When the stage of full mobilisation of the base resistance is reached (point D), the pile plunges downwards without any farther increase of load, or small increases in load producing large settlements.† (Pile Foundation Design: A Student Guide). 4.4 Geotechnical design methods In order to separate their behavioural responses to applied pile load, soils are classified as either granular / noncohesive or clays/cohesive. The generic formulae used to predict soil resistance to pile load include empirical modifying factors which can be adjusted according to previous engineering experience of the influence on the accuracy of predictions of changes in soil type and other factors such as the time delay before load testing. From figure 4.1b, the load settlement response is composed of two separate components, the linear elastic shaft friction Rs and non-linear base resistance Rb. The concept of the separate evaluation of shaft friction and base resistance forms the bases of static or soil mechanics calculation of pile carrying capacity. The basic equations to be used for this are written as: Q = Qb + Qs Wp Rc = Rb + Rs Wp Rt = Rs + Wp Where: Q = Rc = the ultimate compression resistance of the pile. Qb = Rb = base resistance. Qs = Rs = shaft resistance. Wp = weight of the pile. Rt = tensile resistance of pile. In terms of soil mechanics theory, the ultimate skin friction on the pile shaft is related to the horizontal effective stress acting on the shaft and the effective remoulded angle of friction between the pile and the clay and the ultimate shaft resistance Rs can be evaluated by integration of the pile-soil shear strength Ï€a over the surface area of the shaft. Ï„a = Ca + ÏÆ' n tanφ a Where: ÏÆ'n = Ks ÏÆ'v ∠´ Ï„a = Ca + KS ÏÆ'v tanφa where: p = pile perimeter L = pile length φ = angle of friction between pile and soil Ks = coefficient of lateral pressure The ultimate bearing capacity, Rb, of the base is evaluated from the bearing capacity theory: Ab = area of pile base. C = undrained strength of soil at base of pile. NC = bearing capacity factor. CHAPTER 5 5 Calculating the resistance of piles to compressive loads 5.1 Cast in Place Piles – Shaft resistance These piles are installed by drilling through soft overburden onto a strong rock the piles can be regarded as end-bearing elements and their working load is determined by the safe working stress on the pile shaft at the point of minimum cross-section, or by code of practice requirements. Bored piles drilled down for some depth into weak or weathered rocks and terminated within these rocks act partly as friction and partly as end-bearing piles. The author Duncan C. Wyllie, gives a detailed account of the factors governing the development of shaft friction over the depth of the rock socket. The factors which govern the bearing capacity and settlement of the pile are summarized as the following: The length to diameter ratio of the socket. The strength and elastic modulus of the rock around and beneath the socket. The condition of the side walls, that is, roughness and the presence of drill cuttings or bentonite slurry. Condition of the base of the drilled hole with respect to removal of drill cuttings and other loose debris. Layering of the rock with seams of differing strength and moduli. Settlement of the pile in relation to the elastic limit of the side-wall strength. Creep of the material at the rock/concrete interface resulting in increasing settlement with time. The effect of the length/diameter ratio of the socket is shown in Figure 5.1a, for the condition of the rock having a higher elastic modulus than the concrete. It will be seen that if it is desired to utilize base resistance as well as socket friction the socket length should be less than four pile diameters. The high interface stress over the upper part of the socket will be noted. The condition of the side walls is an important factor. In a weak rock such as chalk, clayey shale, or clayey weathered marl, the action of the drilling tools is to cause softening and slurrying of the walls of the borehole and, in the most adverse case, the shaft friction corresponds to that typical of a smooth-bore hole in soft clay. In stronger and fragmented rocks the slurrying does not take place to the same extent, and there is a tendency towards the enlargement of the drill hole, resulting in better keying of the concrete to the rock. If the pile borehole is drilled through soft clay this soil may be carried down by the drilling tools to fill the cavities and smear the sides of the rock socket. This behaviour can be avoided to some extent by inserting a casing and sealing it into the rock-head before continuing the drilling to form the rock socket, but the interior of the casing is likely to be heavily smeared with clay which will be carried down by the drilling tools into the rock socket. As mentioned in Duncan C. Wyllie, suggests that if bentonite is used as a drilling fluid the rock socket shaft friction should be reduced to 25% of that of a clean socket unless tests can be made to verify the actual friction which is developed. It is evident that the keying of the shaft concrete to the rock and hence the strength of the concrete to rock bond is dependent on the strength of the rock. Correlations between the unconfined compression strength of the rock and rock socket bond stress have been established by Horvarth(4.50), Rosenberg and Journeaux(4.51), and Williams and Pells(4.52). The ultimate bond stress, fs, is related to the average unconfined compression strength, quc, by the equation: Where ÃŽ ± = reduction factor relating to, quc as shown in Figure 5.1b ÃŽ ² = correction factor associated with cut-off spacing in the mass of rock as shown in Figure 5.1c. The curve of Williams and Pells in Figure 5.1b is higher than the other two, but the ÃŽ ² factor is unity in all cases for the Horvarth and the Rosenberg and Journeaux curves. It should also be noted that the ÃŽ ± factors for all three curves do not allow for smearing of the rock socket caused by dragdown of clay overburden or degradation of the rock. The ÃŽ ² factor is related to the mass factor, j, which is the ratio of the elastic modulus of the rock mass to that of the intact rock as shown in Figure 5.1d. If the mass factor is not known from loading tests or seismic velocity measurements, it can be obtained approximately from the relationships with the rock quality designation (RQD) or the discontinuity spacing quoted by Hobbs (4.53) as follows: 5.2 End Bearing Capacity Sometimes piles are driven to an underlying layer of rock. In such cases, the engineer must evaluate the bearing capacity of the rock. The ultimate unit point resistance in rock (Goodman, 1980) is approximately. N = tan2 (45 + / 2) qu = unconfined compression strength of rock = drained angle of friction Table 5.2a Table 5.2b The unconfined compression strength of rock can be determined by laboratory tests on rock specimens collected during field investigation. However, extreme caution should be used in obtaining the proper value of qu, because laboratory specimens usually are small in diameter. As the diameter of the specimen increases, the unconfined compression strength decreases a phenomenon referred to as the scale effect. For specimens larger than about 1 m (3f) in diameter, the value of qu remains approximately constant. There appears to be fourfold to fivefold reduction of the magnitude of qu in the process. The scale effect in rock is caused primarily by randomly distributed large and small fractures and also by progressive ruptures along the slip lines. Hence, we always recommend that: The above table (Table 5.2a) lists some representative values of (laboratory) unconfined compression strengths of rock. Representative values of the rock friction angle are given in the above table (Table 5.2b). A factor of safety of at least 3 should be used to determine the allowable point bearing capacity of piles. Thus: CHAPTER 6 6 Pile Load Test (Vesic’s Method) A number of settlement analysis methods for single piles are available. These methods may be broadly classified into three categories: Elastic continuum methods Load–transfer methods Numerical methods Examples of such methods are the elastic methods proposed by Vesic (1977) and Poulos and Davis (1980), the simplified elastic methods proposed by Randolph and Wroth (1978) and Fleming et al. (1992), the nonlinear load–transfer methods proposed by Coyle and Reese (1966) and McVay et al. (1989), and the numerical methods based on advanced constitutive models of soil behaviour proposed by Jardine et al. (1986). In this paper, three representative methods are adopted for the calibration exercise: the elastic method proposed by Vesic (1977), the simplified analysis method proposed by Fleming et al. (1992), and a nonlinear load–transfer method (McVay et al. 1989) implemented in program FB-Pier (BSI 2003). In Vesic’s method, the settlement of a pile under vertical loading, S, includes three components: S = S1 + S2 + S3 Where: S1 is the elastic pile compression. S2 is the pile settlement caused by the load at the pile toe. S3 is the pile settlement caused by the load transmitted along the pile shaft. If the pile material is assumed to be elastic, the elastic pile compression can be calculated by: S1 = (Qb + ÃŽ ¾Qs)L / (ApEp) Where Qb and Qs are the loads carried by the pile toe and pile shaft, respectively; Ap is the pile cross-section area; L is the pile length; Ep is the modulus of elasticity of the pile material; and ÃŽ ¾ is a coefficient depending on the nature of unit friction resistance distribution along the pile shaft. In this work, the distribution is assumed to be uniform and hence ÃŽ ¾ = 0.5. Settlement S2 may be expressed in a form similar to that for a shallow foundation. S2 = (qbD / Esb) (1-v2)Ib Where: D is the pile width or diameter qb is the load per unit area at the pile toe qb = Qb /Ab Ab is the pile base area Esb is the modulus of elasticity of the soil at the pile toe Ñ µ is Poisson’s ratio Ib is an influence factor, generally Ib = 0.85 S3 = (Qs / pL) (D / Ess) (1 – Ñ µ2) Is Where: p is the pile perimeter. Ess is the modulus of elasticity of the soil along the pile shaft. Is is an influence factor. The influence factor Is can be calculated by an empirical relation (Vesic 1977). Is = 2 + 0.35 √(L/D) With Vesic’s method, both Qb and Qs are required. In this report, Qb and Qs are obtained using two methods. In the first method (Vesic’s method I), these two loads are determined from a nonlinear load–transfer method, which will be introduced later. In the second method (Vesic’s method II), these two loads are determined using empirical ratios of Qb to the total load applied on pile Q based on field test data. Shek (2005) reported load–transfer in 14 test piles, including 11 piles founded in soil and 3 piles founded on rock. The mean ratios of Qb /Q for the piles founded in soil and the piles founded on rock are summarized in Table 3 and applied in this calibration exercise. The mean values of Qb /Q at twice the design load and the failure load are very similar. Hence, the average of the mean values is adopted for calibration at both twice the design load and the failure load. In the Fleming et al. method, the settlement of a pile is given by the following approximate closed-form solution (Fleming et al. 1992): Where: n = rb / r0, r0 and rb are the radii of the pile shaft and pile toe, respectively (for H-piles, Ï€ro2 = Ï€rb2 = Dh, h is the depth of the pile cross-section) ÃŽ ¾G = GL/Gb, GL is the shear modulus of the soil at depth L, and Gb is the shear modulus of the soil beneath the pile toe. Ï  = Gave/GL, Gave is the average shear modulus of the soil along the pile shaft p is the pile stiffness ratio p = Ep / GL; ÃŽ ¶ = ln{[0.25 +(2.5Ï (1 – v) –0.25) ÃŽ ¾G] L/r0}; É ¥L = (2/)1/2(L/r0). If the slenderness ratio L/r0 is less than 0.5p1/2 (L/r0) the pile may be treated as effectively rigid and eq. [7] then reduces to: If the slenderness ratio L/r0 is larger than 3Ï€p1/2, the pile may be treated as infinitely long, and eq. [7] then reduces to: In this case, GL’ is the soil shear modulus at the bottom of the active pile length Lac, where Lac = 3r0p1/2. In the nonlinear load–transfer method implemented in FB-Pier, the axial –Z curve for modelling the pile–soil interaction along the pile is given as (McVay et al. 1989) In-place Pile Foundation for a Tower-building Project In-place Pile Foundation for a Tower-building Project CHAPTER 1 1 Introduction Pile foundations are used to carry a load and transfer the load of a given structure to the ground bearing, which is found below the ground at a considerable depth. The foundation consists of several piles and pile-caps. Pile foundations are generally long and lean, that transfers the structure load to the underlying soil (at a greater depth) or any rock having a great load-bearing ability. â€Å"The main types of materials used for piles are Wood, steel and concrete. Piles made from these materials are driven, drilled or jacked into the ground and connected to pile caps. Depending upon type of soil, pile material and load transmitting characteristic piles are classified accordingly.† (Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith). The objective of this project is to identify the design use of a cast-in-place pile foundation, for the tower-building project. The tower building project is called the Gemini Towers. The purpose of this construction (building) is to facilitate office spaces. This also resides on a rocky area. The building has been designed as per state-of-the-art designing concepts which are basically to attract foreign investors to invest in Oman. The Gemini Building has 1 basement, 1 ground and 19 floors. Cast-in-place concrete piles are shafts of concrete cast in thin shell pipes, top driven in the soil, and usually closed end. Such piles can provide up to a 200-kip capacity. The chief advantage over precast piles is the ease of changing lengths by cutting or splicing the shell. The material cost of cast-in-place piles is relatively low. They are not feasible when driving through hard soils or rock. 1.1 Aim The aim of this project is to design and propose cast in-place pile foundation for a tower-building project and study the efficiency for the same. To achieve this aim the following objective has to be achieved. 1.2 Objectives The objectives of this project are as following: To study the field soil condition, suitability of pile and investigate the soil. To study the advantages and efficiency of using cast-in-place pile for the building. To study the guidelines for the design of cast in-place structure according to BS 8004, 8110, 8002, etc. To design the pile foundation as per the guidelines and the soil conditions (analyse the load, calculate the moment and determine the length and diameter and reinforcement). To use computer structural designing program for performing design (CAD and STAD). 1.3 Methods The methods followed in preparing this project is by collecting the project plan and the soil investigation report. Then after that, research has been done on in-situ pile foundation type, to identify its characteristics. The next step is to study the pile designing criteria by referring to BS 8004, 8110 8002 codes to understand the guidelines, which shall be followed to accomplish the pile design. For this, the structural loads have to be analysed and identified using ultimate state design method. Then the design is processed depending on the data gathered on soil conditions, design loads and BS code guidelines. Thus, a proposal for the suitable pile will be prepared by identifying the reasons over the proposal. 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. Chapter 2 Literature Review 2 Pile Foundation â€Å"Pile foundations are used extensively in bridges, high-rise buildings, towers and special structures. In practice, piles are generally used in groups to transmit a column load to a deeper and stronger soil stratum. Pile may respond to loading individually or as a group. In the latter case, the group and the surrounding soil will formulate a block to resist the column load. This may lead to a group capacity that is different from the total capacity of individual piles making up the group.† (Adel M. Hanna et al, 2004). â€Å"Pile foundations are the part of a structure used to carry and transfer the load of the structure to the bearing ground located at some depth below ground surface. The main components of the foundation are the pile cap and the piles. Piles are long and slender members which transfer the load to deeper soil or rock of high bearing capacity avoiding shallow soil of low bearing capacity. The main types of materials used for piles are Wood, steel and concrete. Piles made from these materials are driven, drilled or jacked into the ground and connected to pile caps. Depending upon type of soil, pile material and load transmitting characteristic piles are classified accordingly.† (Ascalew Abebe et al, 2005) 2.1 Functions of Piles The purposes of pile foundations are: to transmit a foundation load to a solid ground. to resist vertical, lateral and uplift load. â€Å"A structure can be founded on piles if the soil immediately beneath its base does not have adequate bearing capacity. If the results of site investigation show that the shallow soil is unstable and weak or if the magnitude of the estimated settlement is not acceptable a pile foundation may become considered. Further, a cost estimate may indicate that a pile foundation may be cheaper than any other compared ground improvement costs. Piles can also be used in normal ground conditions to resist horizontal loads. Piles are a convenient method of foundation for works over water, such as jetties or bridge piers.† (Pile Foundation Design: A Student Guide, by Ascalew Abebe Dr Ian GN Smith, 2003). 2.2 Classification of Piles 2.2.1 Classification of pile with respect to load transmission End-bearing. Friction-piles. Mixture of cohesion piles friction piles. 2.2.1.1 End bearing piles This type of piles is designed to transfer the structural load to a stable soil layer which is found at a greater depth below the ground. The load bearing capacity of this stratum is found by the soil penetration resistance from the pile-toe (as in figure 1.2.1.1). The pile normally has attributes of a normal column, and should be designed as per the guidelines. The pile will not collapse in a weak soil, and this should be studied only if a part of the given pile is unsupported. (Eg: If it is erected on water / air). Load transmission occurs through cohesion / friction, into the soil. At times, the soil around the pile may stick to the pile surface and starts â€Å"negative skin friction†. This phenomenon may have an inverse effect on the pile capacity. This is mainly caused due to the soil consolidation and ground water drainage. The pile depth is determined after reviewing the results from the soil tests and site investigation reports. 2.2.1.2 Friction piles (cohesion) The bearing capacity is calculated from the soil friction in contact with the pile shaft. (as in Figure 1.2.1.2). 2.2.1.3 Mixture of cohesion piles friction piles. This is an extended end-bearing pile, when the soil underneath it is not hard, which bears the load. The pile is driven deep into the soil to create efficient frictional resistance. A modified version of the end-bearing pile is to have enlarged bearing base on the piles. This can be achieved by immediately pushing a large portion of concrete into the soft soil layer right above the firm soil layer, to have an enlarged base. Similar result is made with bored-piles by creating a bell / cone at the bottom by the means of reaming tools. Bored piles are used as tension piles as they are provided with a bell which has a high tensile-strength. (as in figure 1.2.1.3) 2.3 Cast-in-Place Pile Foundation Cast-in-place piles are installed by driving to the desired penetration a heavy-section steel tube with its end temporarily closed. A reinforcing cage is next placed in a tube which is filled with concrete. The tube is withdrawn while placing the concrete or after it has been placed. In other types of pile, thin steel shells or precast concrete shells are driven by means of an internal mandrel, and concrete, with or without reinforcement, is placed in the permanent shells after withdrawing the mandrel. 2.3.1 Advantages Length of the pile can be freely altered to cater varying ground conditions. Soil removed during the boring process can be verified and further tests can be made on it. Large diameter installations are possible. End enlargements up to two or three diameters are possible in clays. Pile materials are independent during driving / handling. Can be installed to greater depths in the soil. Vibration-free and noise-free while installation. Can be installed in conditions of very low headroom. Ground shocks are completely nil. 2.3.2 Disadvantages Susceptible to necking or wasting in pressing ground. Concrete is not pumped under suitable conditions and cannot be inspected. The cement on the pile shaft will be washed up, if there is a sudden surge of waster from any pressure caused underground. Special techniques need to be used to ensure enlarged pile ends. Cannot be easily prolonged above ground-level especially in river and marine structures. Sandy soils may loosen due to boring methods and base grouting may be required for gravely soils to improve base resistance. Sinking piles may result in ground-loss, leading to settlement of nearby structures. CHAPTER 3 3 Load Distribution To a great extent the design and calculation (load analysis) of pile foundations is carried out using computer software. The following calculations are also performed, assuming the following conditions are met: The pile is rigid. The pile is pinned at the top and at the bottom. Each pile receives the load only vertically (i.e. axially applied). The force P acting on the pile is proportional to the displacement U due to compression. Therefore, P = k U Since P = E A E A = k U k = (E A ) / U Where: P = vertical load component k = material constant U = displacement E = elastic module of pile material A = cross-sectional area of pile (Figure 3 load on single pile) The length L should not necessarily be equal to the actual length of the pile. In a group of piles. If all piles are of the same material, have same cross-sectional area and equal length L, then the value of k is the same for all piles in the group 3.1 Pile foundations: vertical piles only 3.1.1 Neutral axis load The pile cap is causing the vertical compression U, whose magnitude is equal for all members of the group. If Q (the vertical force acting on the pile group) is applied at the neutral axis of the pile group, then the force on a single pile will be as follows: Pv = Q / n Where Pv = vertical component of the load on any pile from the resultant load Q n = number of vertical piles in the group (see figure 3.1.2) Q = total vertical load on pile group 3.1.2 Eccentric Load If the same group of piles are subjected to an eccentric load Q which is causing rotation around axis z (see fig 3.1b); then for the pile i at distance rxi from axis z: Ui = rxi . tanÃŽ ¸ ∠´ Ui = rxi ÃŽ ¸ => Pi = k . r xi . ÃŽ ¸ ÃŽ ¸ is a small angle ∠´ tanÃŽ ¸ ≈ ÃŽ ¸ (see figure 3.1.2). Pi = force (load on a single pile i). Ui = displacement caused by the eccentric force (load) Q. rxi = distance between pile and neutral axis of pile group. rxi positive measured the same direction as e and negative when in the opposite direction. e = distance between point of intersection of resultant of vertical and horizontal loading with underside of pile. (Figure 3.1.2 – Example of a pile foundation – vertical piles) The sum of all the forces acting on the piles should be zero ⇔ ⇔ Mxi = Pi . rxi = k . rxi . ÃŽ ¸ rxi = k . ÃŽ ¸ r2xi => => Mxi = From previous equation, Mz = ÃŽ £Mz Applying the same principle, in the x direction we get equivalent equation. If we assume that the moment MX and MZ generated by the force Q are acting on a group of pile, then the sum of forces acting on a single pile will be as follows: If we dividing each term by the cross-sectional area of the pile, A, we can establish the working stream ÏÆ': CHAPTER 4 4 Load on Pile 4.1 Introduction â€Å"Piles can be arranged in a number of ways so that they can support load imposed on them. Vertical piles can be designed to carry vertical loads as well as lateral loads. If required, vertical piles can be combined with raking piles to support horizontal and vertical forces.† (Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith) â€Å"Often, if a pile group is subjected to vertical force, then the calculation of load distribution on single pile that is member of the group is assumed to be the total load divided by the number of piles in the group.† (Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith) However, if a given pile group is subjected to eccentric vertical load or combination of lateral vertical load that can start moment force. Proper attention should be given during load distribution calculation. 4.2 Pile Arrangement â€Å"Normally, pile foundations consist of pile cap and a group of piles. The pile cap distributes the applied load to the individual piles which, in turn, transfer the load to the bearing ground. The individual piles are spaced and connected to the pile cap. Or tie beams and trimmed in order to connect the pile to the structure at cut-off level, and depending on the type of structure and eccentricity of the load, they can be arranged in different patterns.† (Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith) (Figure 2.2 Pile Foundation Design: A Student Guide by Ascalew Abebe Dr Ian GN Smith)) In this section, considering pile/soil interaction, calculations on the bearing capacity of single piles subjected to compressive axial load has been described. During pile design, the following factors should be taken into consideration: Pile material compression and tension capacity. Deformation area of pile, bending moment capacity. Condition of the pile at the top and the end of the pile. Eccentricity of the load applied on the pile. Soil characteristics. Ground water level. 4.3 The behaviour of piles under load Piles are designed in line with the calculations based on load bearing capacity. It is based on the application of final axial-load, as per the given soil conditions at the site, within hours after the installation. This ultimate load capacity can be determined by either: The use of empirical formula to predict capacity from soil properties determined by testing. or Load test on piles at the site. When increasing compressive load is applied on the pile, the pile soil system reacts in a linear elastic way to point A on the above figure (load settlement). The pile head rebounds to the original level if the load realises above this point. â€Å"When the load is increase beyond point A there is yielding at, or close to, the pile-soil interface and slippage occurs until point B is reached, when the maximum skin friction on the pile shaft will have been mobilised. If the load is realised at this stage the pile head will rebound to point C, the amount of permanent settlement being the distance OC. When the stage of full mobilisation of the base resistance is reached (point D), the pile plunges downwards without any farther increase of load, or small increases in load producing large settlements.† (Pile Foundation Design: A Student Guide). 4.4 Geotechnical design methods In order to separate their behavioural responses to applied pile load, soils are classified as either granular / noncohesive or clays/cohesive. The generic formulae used to predict soil resistance to pile load include empirical modifying factors which can be adjusted according to previous engineering experience of the influence on the accuracy of predictions of changes in soil type and other factors such as the time delay before load testing. From figure 4.1b, the load settlement response is composed of two separate components, the linear elastic shaft friction Rs and non-linear base resistance Rb. The concept of the separate evaluation of shaft friction and base resistance forms the bases of static or soil mechanics calculation of pile carrying capacity. The basic equations to be used for this are written as: Q = Qb + Qs Wp Rc = Rb + Rs Wp Rt = Rs + Wp Where: Q = Rc = the ultimate compression resistance of the pile. Qb = Rb = base resistance. Qs = Rs = shaft resistance. Wp = weight of the pile. Rt = tensile resistance of pile. In terms of soil mechanics theory, the ultimate skin friction on the pile shaft is related to the horizontal effective stress acting on the shaft and the effective remoulded angle of friction between the pile and the clay and the ultimate shaft resistance Rs can be evaluated by integration of the pile-soil shear strength Ï€a over the surface area of the shaft. Ï„a = Ca + ÏÆ' n tanφ a Where: ÏÆ'n = Ks ÏÆ'v ∠´ Ï„a = Ca + KS ÏÆ'v tanφa where: p = pile perimeter L = pile length φ = angle of friction between pile and soil Ks = coefficient of lateral pressure The ultimate bearing capacity, Rb, of the base is evaluated from the bearing capacity theory: Ab = area of pile base. C = undrained strength of soil at base of pile. NC = bearing capacity factor. CHAPTER 5 5 Calculating the resistance of piles to compressive loads 5.1 Cast in Place Piles – Shaft resistance These piles are installed by drilling through soft overburden onto a strong rock the piles can be regarded as end-bearing elements and their working load is determined by the safe working stress on the pile shaft at the point of minimum cross-section, or by code of practice requirements. Bored piles drilled down for some depth into weak or weathered rocks and terminated within these rocks act partly as friction and partly as end-bearing piles. The author Duncan C. Wyllie, gives a detailed account of the factors governing the development of shaft friction over the depth of the rock socket. The factors which govern the bearing capacity and settlement of the pile are summarized as the following: The length to diameter ratio of the socket. The strength and elastic modulus of the rock around and beneath the socket. The condition of the side walls, that is, roughness and the presence of drill cuttings or bentonite slurry. Condition of the base of the drilled hole with respect to removal of drill cuttings and other loose debris. Layering of the rock with seams of differing strength and moduli. Settlement of the pile in relation to the elastic limit of the side-wall strength. Creep of the material at the rock/concrete interface resulting in increasing settlement with time. The effect of the length/diameter ratio of the socket is shown in Figure 5.1a, for the condition of the rock having a higher elastic modulus than the concrete. It will be seen that if it is desired to utilize base resistance as well as socket friction the socket length should be less than four pile diameters. The high interface stress over the upper part of the socket will be noted. The condition of the side walls is an important factor. In a weak rock such as chalk, clayey shale, or clayey weathered marl, the action of the drilling tools is to cause softening and slurrying of the walls of the borehole and, in the most adverse case, the shaft friction corresponds to that typical of a smooth-bore hole in soft clay. In stronger and fragmented rocks the slurrying does not take place to the same extent, and there is a tendency towards the enlargement of the drill hole, resulting in better keying of the concrete to the rock. If the pile borehole is drilled through soft clay this soil may be carried down by the drilling tools to fill the cavities and smear the sides of the rock socket. This behaviour can be avoided to some extent by inserting a casing and sealing it into the rock-head before continuing the drilling to form the rock socket, but the interior of the casing is likely to be heavily smeared with clay which will be carried down by the drilling tools into the rock socket. As mentioned in Duncan C. Wyllie, suggests that if bentonite is used as a drilling fluid the rock socket shaft friction should be reduced to 25% of that of a clean socket unless tests can be made to verify the actual friction which is developed. It is evident that the keying of the shaft concrete to the rock and hence the strength of the concrete to rock bond is dependent on the strength of the rock. Correlations between the unconfined compression strength of the rock and rock socket bond stress have been established by Horvarth(4.50), Rosenberg and Journeaux(4.51), and Williams and Pells(4.52). The ultimate bond stress, fs, is related to the average unconfined compression strength, quc, by the equation: Where ÃŽ ± = reduction factor relating to, quc as shown in Figure 5.1b ÃŽ ² = correction factor associated with cut-off spacing in the mass of rock as shown in Figure 5.1c. The curve of Williams and Pells in Figure 5.1b is higher than the other two, but the ÃŽ ² factor is unity in all cases for the Horvarth and the Rosenberg and Journeaux curves. It should also be noted that the ÃŽ ± factors for all three curves do not allow for smearing of the rock socket caused by dragdown of clay overburden or degradation of the rock. The ÃŽ ² factor is related to the mass factor, j, which is the ratio of the elastic modulus of the rock mass to that of the intact rock as shown in Figure 5.1d. If the mass factor is not known from loading tests or seismic velocity measurements, it can be obtained approximately from the relationships with the rock quality designation (RQD) or the discontinuity spacing quoted by Hobbs (4.53) as follows: 5.2 End Bearing Capacity Sometimes piles are driven to an underlying layer of rock. In such cases, the engineer must evaluate the bearing capacity of the rock. The ultimate unit point resistance in rock (Goodman, 1980) is approximately. N = tan2 (45 + / 2) qu = unconfined compression strength of rock = drained angle of friction Table 5.2a Table 5.2b The unconfined compression strength of rock can be determined by laboratory tests on rock specimens collected during field investigation. However, extreme caution should be used in obtaining the proper value of qu, because laboratory specimens usually are small in diameter. As the diameter of the specimen increases, the unconfined compression strength decreases a phenomenon referred to as the scale effect. For specimens larger than about 1 m (3f) in diameter, the value of qu remains approximately constant. There appears to be fourfold to fivefold reduction of the magnitude of qu in the process. The scale effect in rock is caused primarily by randomly distributed large and small fractures and also by progressive ruptures along the slip lines. Hence, we always recommend that: The above table (Table 5.2a) lists some representative values of (laboratory) unconfined compression strengths of rock. Representative values of the rock friction angle are given in the above table (Table 5.2b). A factor of safety of at least 3 should be used to determine the allowable point bearing capacity of piles. Thus: CHAPTER 6 6 Pile Load Test (Vesic’s Method) A number of settlement analysis methods for single piles are available. These methods may be broadly classified into three categories: Elastic continuum methods Load–transfer methods Numerical methods Examples of such methods are the elastic methods proposed by Vesic (1977) and Poulos and Davis (1980), the simplified elastic methods proposed by Randolph and Wroth (1978) and Fleming et al. (1992), the nonlinear load–transfer methods proposed by Coyle and Reese (1966) and McVay et al. (1989), and the numerical methods based on advanced constitutive models of soil behaviour proposed by Jardine et al. (1986). In this paper, three representative methods are adopted for the calibration exercise: the elastic method proposed by Vesic (1977), the simplified analysis method proposed by Fleming et al. (1992), and a nonlinear load–transfer method (McVay et al. 1989) implemented in program FB-Pier (BSI 2003). In Vesic’s method, the settlement of a pile under vertical loading, S, includes three components: S = S1 + S2 + S3 Where: S1 is the elastic pile compression. S2 is the pile settlement caused by the load at the pile toe. S3 is the pile settlement caused by the load transmitted along the pile shaft. If the pile material is assumed to be elastic, the elastic pile compression can be calculated by: S1 = (Qb + ÃŽ ¾Qs)L / (ApEp) Where Qb and Qs are the loads carried by the pile toe and pile shaft, respectively; Ap is the pile cross-section area; L is the pile length; Ep is the modulus of elasticity of the pile material; and ÃŽ ¾ is a coefficient depending on the nature of unit friction resistance distribution along the pile shaft. In this work, the distribution is assumed to be uniform and hence ÃŽ ¾ = 0.5. Settlement S2 may be expressed in a form similar to that for a shallow foundation. S2 = (qbD / Esb) (1-v2)Ib Where: D is the pile width or diameter qb is the load per unit area at the pile toe qb = Qb /Ab Ab is the pile base area Esb is the modulus of elasticity of the soil at the pile toe Ñ µ is Poisson’s ratio Ib is an influence factor, generally Ib = 0.85 S3 = (Qs / pL) (D / Ess) (1 – Ñ µ2) Is Where: p is the pile perimeter. Ess is the modulus of elasticity of the soil along the pile shaft. Is is an influence factor. The influence factor Is can be calculated by an empirical relation (Vesic 1977). Is = 2 + 0.35 √(L/D) With Vesic’s method, both Qb and Qs are required. In this report, Qb and Qs are obtained using two methods. In the first method (Vesic’s method I), these two loads are determined from a nonlinear load–transfer method, which will be introduced later. In the second method (Vesic’s method II), these two loads are determined using empirical ratios of Qb to the total load applied on pile Q based on field test data. Shek (2005) reported load–transfer in 14 test piles, including 11 piles founded in soil and 3 piles founded on rock. The mean ratios of Qb /Q for the piles founded in soil and the piles founded on rock are summarized in Table 3 and applied in this calibration exercise. The mean values of Qb /Q at twice the design load and the failure load are very similar. Hence, the average of the mean values is adopted for calibration at both twice the design load and the failure load. In the Fleming et al. method, the settlement of a pile is given by the following approximate closed-form solution (Fleming et al. 1992): Where: n = rb / r0, r0 and rb are the radii of the pile shaft and pile toe, respectively (for H-piles, Ï€ro2 = Ï€rb2 = Dh, h is the depth of the pile cross-section) ÃŽ ¾G = GL/Gb, GL is the shear modulus of the soil at depth L, and Gb is the shear modulus of the soil beneath the pile toe. Ï  = Gave/GL, Gave is the average shear modulus of the soil along the pile shaft p is the pile stiffness ratio p = Ep / GL; ÃŽ ¶ = ln{[0.25 +(2.5Ï (1 – v) –0.25) ÃŽ ¾G] L/r0}; É ¥L = (2/)1/2(L/r0). If the slenderness ratio L/r0 is less than 0.5p1/2 (L/r0) the pile may be treated as effectively rigid and eq. [7] then reduces to: If the slenderness ratio L/r0 is larger than 3Ï€p1/2, the pile may be treated as infinitely long, and eq. [7] then reduces to: In this case, GL’ is the soil shear modulus at the bottom of the active pile length Lac, where Lac = 3r0p1/2. In the nonlinear load–transfer method implemented in FB-Pier, the axial –Z curve for modelling the pile–soil interaction along the pile is given as (McVay et al. 1989)