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)

Turbografix 16 ...the beginning :: essays research papers

In Japan, shortly after the introduction of Nintendo's Famicom (Japan's version of the NES), the electronics giant NEC entered into the videogame market with the introduction of their "next generation" system, known as the PC Engine (PCE). The PCE boasted a 16-bit graphics chip capable of displaying up to 256 colors on screen at once, at a number of resolutions. Although its CPU wasn't much more powerful that of the NES, its spectacular graphics chip and six-channel sound bettered the Famicom in every way. It utilized a sleek new card format (PCE games are either HuCards or Turbochips) to hold its software, rather than bulky cartridges. It was also the first console to boast a CD-ROM drive, for full orchestral soundtracks and even (gasp!) full motion video. The PC Engine was immensely popular in Japan, outselling the Famicom by a significant margin. In 1989, two years after its Japanese introduction, NEC announced plans to bring the PC Engine overseas, to the booming videogame market of the U.S. With a huge library of Japanese software, it seemed to many as though the system couldn't possibly fail. At the time, the NES was the #1 system in the US. Games were no longer being made for Atari's 7800, and despite the popularity of the Sega Master System in Europe, it failed to capture the hearts of the U.S. gaming public. Arcade and computer games began to set new standards in visual and aural excellence, making the NES seem primitive in comparison. Although MMC (memory mapper) chips allowed the NES to do some pretty spectacular things, the game-buying public was hungry for a new system. Shortly after NEC stated its intention to bring the PC Engine to the U.S., Sega announced that its Mega Drive system (released in Japan a year after the PC Engine) would also be coming to the U.S. as the Sega Genesis. The Mega Drive was slow to catch on in Japan, as the installed user base of PC Engine was so large. In fact, the Mega Drive was spectacularly unpopular with our Japanese friends. Although the Mega Drive boasted superior graphics and sound, the absence of a CD-ROM drive was a definite minus in most gamers' minds. Once you've played a CD-ROM game, cartridge games just don't seem as good. At the time, the Genesis didn't seem like much of a threat to the assured success of the TurboGrafx-16 (NEC's American name for the PC Engine).

Fear in Lord of the Flies Essay

Human are the most civilized species on this planet. However, what makes people act civilly is constantly questioned. This question is explored in William Golding’s novel, The Lord of the Flies. In the novel, the fragile state of civilization created by the boys is constantly pitted against the destructive force of fear which motivates the boys to desert their civilized upbringing and hunt first and finally become murders. When the boys land onto the island, they know there are no adults or parents around so they know they have to create their own civilization. The boys attempt to create a civilization by each one having a job. Additionally, they elect a leader; establish rules and consequences, use the conch one person at a time, hunt, and keep the fire going in a case ship passes by. Their civilization is fragile because of the age of the boys and the lack of parental maturity. Shortly the boy’s civilization isn’t working because they know that they can get away with things that they can’t get away with at home. For example, â€Å"Here, invisible yet strong, was the taboo of the old life. Round the squatting child was the protection of parents and school and policemen and the law. Roger’s arm was conditioned by a civilization that knew nothing of him and was in ruins† (Golden 62). ————————————————- Despite the beauty of the Island, fear is all around them. The boys think that the â€Å"beast† is an animal on the island when it really is the beast within all of them. Simon finds out the beast is not an animal. The pig tells Simon that if he tells everyone that the pig is within all of them the pig is going to kill him. For example, â€Å"This is ridiculous. You know perfectly well you’ll only meet me down there-so don’t try to escape!† (Golden 143). ————————————————- ————————————————- ————————————————- ————————————————- ————————————————- ————————————————- ————————————————- Jack quickly takes the most brutal job for himself jis explains â€Å"All, the same you need Army-for hunting† (Golding#32). This civilization is fragile because of the age of these little boys and there is no parental control.

Management of Information Systems

Management of Information Systems Eats2Go review Now that Eats2Go is a growing business it needs to incorporate a lot of information systems technology to improve its operations. This will ultimately lead to sound working in the organization (Lindsay, 200, p. 12). The owners have realized that they are falling behind (because of paperwork) and they need to do something about these for efficiency. In addition, they need to computerize their operations as these will save a lot of time that they are currently wasting in their daily undertakings.Advertising We will write a custom assessment sample on Management of Information Systems specifically for you for only $16.05 $11/page Learn More Inputs They first of all need to ensure that the receipts are computer generated instead of them being done manually. This means that the orders/sales need to be entered into the computer for proper recording. Processing After the order/sale has been entered into the computer it needs to be processed and recor ded in the system. Output As the data about the order/sale is processed it needs to be printed out (receipts) for the customers to avoid any backlogs in the business.Advertising Looking for assessment on business economics? Let's see if we can help you! Get your first paper with 15% OFF Learn More To improve operations the owners need to buy a new computer system that they will use to put all these into practice as most businesses are running away from a lot of paper work. Because of this advancement in operations the system will help to process a lot of receipts in the shortest time possible. On the other hand, the paperwork that is taking a lot of time to be entered will be a thing of the past as it will be readily available for analysis and as a way of improving efficiency in the business. This information will also be used to know the weaknesses that the business has and therefore used to seal loopholes. QuickBiz review QuickBiz has been expanding becaus e of good and quality services. Since the business is expanding to my area which is new to them (than the environment they are used to at Seattle) they need to use a new telecommunication technology for the new office. Telecommunication services will assist in the transmission of signals that will help the company in communication. Because of this importance, there is need to chose the right type of service that will not be hard for the company to adapt to. This service will be provided by the telecommunication providers’ in the area. There are many telecommunications service providers in the area offering various types of services. They range from cable, DSL, satellite, fixed and wireless. For QuickBiz office it will be recommendable for them to use Cable telecommunication services. This is the most reliable service in the area compared to others offered by competing firms (they are not known to be efficient which is vital for such a business that thrives on reliability). Ca ble telecommunication will work well for the business because it has a high quality broadband at a very low cost (Cable telecoms, 2010, p.5). The other types of services are relatively expensive which is not good for a business that seeks to minimize on high costs. In addition to these, it has an easy and simple understood billing system that won’t give them any problems. On the other hand, firms that have used this service in the area have not encountered any problem which seeks to reinforce the fact that it is the best in the area. Another factor that makes this service more reliable is the use of one point of contact. Through this telecommunication technology, the business will be able to run its operations smoothly in the area and avoid any mishaps that might disadvantage it. Information systems will keep the business more competitive in the market.Advertising We will write a custom assessment sample on Management of Information Systems specifically for you for only $16.05 $11/page Learn More It Fits Outfits review Advertising is the only way that customers can get to know better about a company and the products and services that they are offering. It Fits Outfits wants to open a website that will cater for the college population. To spread a word about this online site, advertising will be done using banners and search engines. Search engine advertising is one of the best ways to market a company or product on the internet. This is because they have two results; sponsored listings and non sponsored listings. The best search engines to advertise on will be Google and Yahoo because they are the most popular with a lot of users. But on the other hand, Google ranks higher than Yahoo as it is more efficient of the two. This is because it has a higher visibility ranking for all the companies that wish to advertise on it (Paramount web masters, 2010, p.3). In addition to these, with a good website developed the search engine offe rs a reward by ranking it among the best. This allows it to be visited by a lot of users which will enhance advertising. Google has a site targeted text advertising that will help to reach the right people that the advert was intended for. Because Google has a lot of users, the advert will be accessible to a wide base which is good. Since this advertisement is targeting the college population, it will be good to advertise banners on social networking sites. These sites are very popular among the college population and a good advertisement is likely to attract a lot of users. This is also a cheap way of advertising that will reach a lot of people. A social networking site like Facebook might be more efficient as it is still growing and has many customers. Reference List Cable telecoms. (2010) Why choose cable. Web. Chang, K. (2007) Introduction to Geographic Information System. New York: McGraw Hill. Lance, S. (2002). Honeypots tracking hackers. Massachusetts: Addison Wesley.Advertis ing Looking for assessment on business economics? Let's see if we can help you! Get your first paper with 15% OFF Learn More Lindsay, J. (2000). Information Systems – Fundamentals and Issues. Kingston: Kingston University. Paramount web masters. (2010). Advertising on Google. Web. Sauter, L. (1997). Decision support systems: an applied managerial approach. New York: John Wiley.

Diagnosis and Treatment Essay

Diagnosis and Treatment Essay Diagnosis and Treatment Essay Week Eight: Assignment Diagnosis and Treatment Introduction to Behavioral Science Instructor: Anxiety disorder is a type of psychological disorder. It is said that anxiety disorders are one of the more common types of psychological disorders. As defined in our textbook â€Å"Anxiety disorders can be subdivided into several diagnostic categories, including specific phobias, panic disorder, and other anxiety disorders, such as generalized anxiety disorder, obsessive–compulsive disorder, and disorders caused by specific traumatic events† (Morris & Maisto 2010). Phobias are one type of anxiety disorders. Phobias are placed into three categories. The first being a specific phobia which is a type of anxiety disorder described as extreme, paralyzing fear of something common. Common specific phobias may include needles, confined spaces, spiders, snakes, and heights. Almost 10% of Americans suffer from at least one specific phobia, (Morris however when these fears begin to restrict their ability to function in their day to day living environment, social phobia disorder may be diagnosed. One examples of social phobia is the fear of public speaking. The last type of phobia is agoraphobia. As defined in our textbook, â€Å"Agoraphobia is an anxiety disorder that involves multiple, intense fears of crowds, public places, and other situations that require separation from a source of security such as the home (Morris & Maisto 2010). Those who suffer from agoraphobia may have the fear of being alone, and may never leave their homes. Treatment options for those diagnosed with phobia disorders would best respond with classical conditioning. One type of classical conditioning is systematic desensitization, a method for gradually reducing fear and anxiety, is one of the oldest behavior therapy techniques (Wolpe, 1990). Systematic desensitization works by slowly introducing a new response, such as relaxation with the anxiety- causing stimuli. Numerous studies show that systematic desensitization helps many people overcome their fears and phobias (Hazel, 2005; D. W. McNeil

The Globalization of the Food System Essay Example | Topics and Well Written Essays - 1000 words

The Globalization of the Food System - Essay Example The majority of the countries around the globe appear to be headed in a similar direction in terms of globalization of food (Inglis and Gimlin 110). There are different circumstances that affect the food security of different nations and in different ratios. Their impacts on the populations health also differ greatly. Many new countries are currently joining the process as a result of the fiscal and political reforms in their countries. These include nations such as South Africa, India, Columbia and many more around the globe (Ronald, 75). For example, the Colombian government eliminated tariffs on imports, which led to an increase in the nation’s imports. These imports have in turn impacted the livestock sector positively since their livestock always have enough food to eat. Since the year 1990, the supply along with the demand of food has been changing gradually. This has brought about the sprout and expansion of supermarkets across the globe, so as to supply the demands of consumers. The demand for food is increasing due to the increase in cases of urbanization around the globe along with the ease of accessibility of refrigeration facilities. The supply of food across the globe has greatly been advanced as a result of more freedoms in the market, investments from foreign nations and improvements made in technology (Behnassi, Draggan and Sanni 67). Urbanization has caused changes in the eating habits of the people along with changes in their health. By the year 2001, about 48% of the world’s population was living in urban areas, which included 76% of the people in first world countries. It is also estimated that 40% of the populations living in third world countries live in urban centers. Research from different scholars suggests that people excessively flock to urban centers due to poverty and the need to feed their families. This leads the urban centers becoming centers of scarcity since food and other resources are limited. Other researchers suggest that excessive poverty in the rural areas causes people to migrate to urban areas to have better living standards. The food situation in developing nations has worsened, and this is due to the fact that there is inequality in the trading opportunities countries get. The food situation in many developing nations is also adversely being affected by various issues. These issues include the dumping of exports in these countries by developed nations, the lack of subsidies by their governments on agricultural activities and the use of tariffs, which are unfair. Most agriculturally productive areas in the rural areas have also been destroyed thus endangering the peoples food security. This in turn reduces the people’s returns from agricultural activities (Behnassi, Draggan and Sanni123). Changes in the dietary habits of the people living in urban areas leads to poor health and nutrition among them. Previous studies carried out suggest that countries with most people living i n urban areas have greater GDP’s than those with fewer people. These issues also affect the mortality rate among the infants in a nation. Countries having greater GDP’s tend to experience greater communal and fiscal inequalities (Vaidya 157). Globalization of the food system has brought changes to the people’s diet. This has been influenced by the changes in the people’s incomes and the prices charged for the products. The prices and incomes of the people influence the availability and delivery

The Secret of Success of Wal Mart Research Paper

The Secret of Success of Wal Mart - Research Paper Example Wal-Mart’s large size and high purchasing power enable the company management to access customers from all over the world and the rest of the US. It also has an incredible team of executives who form its leadership. This has equipped Wal-Mart with the management of high caliber. The Company spends its resources carefully with the aim of maximizing their margins while reducing costs. The company focuses on strategies such as every day low prices that helped it stay ahead of its competitor. More so, the company’s retailer opened new small stores, which helped it overcome its competitors such as Amazon.com and dollar stores. It faced tough competition from these companies but it managed to make profits. The function of Wal-Mart’s reward system is to attract, motivate, and retain skilled and experienced employees. Wal-Mart’s reward is effective since it guarantees fair treatment of all employees. Wal-Mart management announced in 2012 that it was going to disburse close to one million dollars in benefits and bonuses to its workers within the United States of America. This shows a monetary reward that the company is able to give its employees in order to motivate them to work hard as the company continues to come up with new products for its customers. In addition to the total monetary reward system, Wal-Mart has come up with a unique social responsibility culture. Such sense of giving back to the community has been weakened by employee turnover rate. This reward system is effective since the company helps community directly without dishing out money. In addition, as part of Wal-Mart’s employee compensation program, the company pays or offers some premium for its employees or workers. This program aims to ensure that each employee is access to cheap healthcare despite the rising costs of health care. Wal-Mart uses employee compensation based control mechanisms in allevi ating possible employer and worker opportunism.