Study On Use Of Pile Foundation Engineering Essay

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

Employer Rights and Responsibilites Essay

Their are certain laws in place which cover employment. Employment law is likely to have a profound impact on employees throughout their working lives. It governs the employment of every employee and working in the UK. Any worker or employee working in the UK is entitled to certain employment rights, and protected by employment law. Employment law does not always work in the favour of the employed as it also protects the rights of employers too. There are numerous employment rights. It is important for these laws to be fully understood, otherwise it is possible to end up going down the route of unfair dismissal and discrimination claims. It is vital an employee stays on top of the law with regard to the following: Breach of contract, Workplace Bullying, Compromise Agreements, Constructive Dismissal , Data Protection, Disciplinary procedures and suspension, Discrimination, Flexible Working, Health and Safety, Holidays, Maternity and Paternity rights, Redundancy, Sexual Harrassment and Sickness Absence. Many pieces of lawful legislation have been grouped together into more recent Acts which cover existing Acts known as regulations and identified as statutory fundaments of the more recent act implemented. Please see below laws and legislations which cover employment: Employment Rights Act 1996 – This act is the main act which covers majority of the areas in employent. These areas will be covered in the worklace as company policies and procedures, which will outline the laws and legislations in place. It includes the protection of wages, Guarantee payments, protection from suffering detriment in employment, time off work, dependants, study and training, suspension from work, Maternity-Adoption-Paternity-Parrental leave, flexible working, termination of employment, unfair dismissal and redundancy. National Minimum Wage Act 1988 – Creates a minimum wage across the United Kingdom, currently ? 6. 19 per hour for workers aged 21 years and older, ? 4. 98 per hour for workers aged 18-20 years old. This act too effect on 1st April 1999. There was no national minimum wage before 1988 and often workers were most vulnerable to low pay. The national minimum wage act is universally applicable to anyone who has a contract to do work, except for a consumer or a client. The Working Time Regulations 1998 – a United Kingdom statutory instrument which regulate the time that people in the UK may work. The regulations apply to all workers and not just employees. The regulations stipulate minimum rest breaks, daily rest, weekly rest and the maximum average working week. It sets a default rule which, although one may opt out of it, that workers may work no more than 48 hours per week. It also grants a mandatory right to paid annual leave of at least a minimum of 28 days (including bank holidays and public holidays). It creates the right to a minimum period of rest of 20 minutes in any shift lasting over 6 hours. Disability Discrimination Act 2005 – This act ensures that people with a disability are treated fairly. This act enables disabled people to have equal rights with accessing their local community, using public transport, working and applying for jobs and joining clubs. Renting out a property, study and education. Equality Act 2010 – This act requires equal treatment in access to employment as well as private and public services, regardless of the protected characteristics of age disability, gender, reassignment, marriage and civil partnership, race, religion or belief, sex and sexual orientation. In the case of gender there are special protections for pregnant women. In the case of disability, employers and service providers are under a duty to make reasonable adjustments to their workplaces to overcome barriers experienced by disabled people. Sex Discrimination Act 1975 – This is an Act of the Parliament of the United Kingdom which protects men and women from discrimination on the grounds of sex or marriage. Health and Safety at Work etc. Act 1974 – This act defines the fundamental structure and authority for the encouragement, regulation and enforcement of workplace health, safety and welfare within the United Kingdom. The act defines general duties employers, employees and contactors, suppliers of goods and substances for use at work, persons in control of work premises, and those who manage and maintain them, and persons in general. The act lays down certain principles for the management of health and safety at work, enabling the creation of specific requirements through regulations enacted at statutory instruments or through codes of practices. The following are some of the statutory instruments that lay down detailed requirements: Control of Substances Hazardous to Health Regulations 2002 (COSHH) Management of Health and Safety at Work Regulations 1999 Personal Protective Equipment (PPE) at Work Regulations 1992 Health and Safety (First Aid) Regulations 1981 Reporting of Injuries, Diseases and Dangerous Occurrences Regulations 1995 There was also the intention with this Act to simplify the existing complex and confused system of legislation. This act sets out the objectives for securing the health, safety and welfare of persons at work; protecting persons other than those at work against risks to healtha nd safety arising out of or in connection of activities of persons at work; controlling the keeping and use of explosive or highly flammable or otherwise dangerous substances, and generally preventing the unlawful acquisition, possession and use of such substances. Having used various resources to research for this question on employment law, I have taken the time to go through my own company policies and procedures folders. There are three large folders for policies and procedures all of which cover all the government laws, legislatons and regulations expected to be followed. I have chosen to continue this question by referring to a number of my company policies and procedures, their key features and identifying which government law, legislation and regulation they support. RIDDOR – Reporting of Injuries, Diseases and Dangerous Occurrences Regulations 1995 – Outlines the requirements and arrangements for incidents which are legally required to be reported to the Health and Safety authorities. Some types of incidents may be reported to the health and safety authorities and also be reported as a clinical incident to the care quality commission. Fire Safety – This supports the regulatory reform Fire Safety Order 2005. Outlines the arrangements which are implemented to enable fire safety risks at the company premises to be assessed and to identify adequate physical and procedural controls including key elements such as staff training essential to be implemented. It outlines the responsibilities and fire safety risk assessment. There are details for what is essential to be put into a fire safety risk assessment such as fired doors, fire exits and alarms. First Aid – This outlines the necessary procedures to be carried out for service users, staff or visitors to be treated for injury or sudden illness promptly and safety until placed in the care of a professional or moved to hospital. It supports the government laws of Health and Safety at Work etc. Act 1974, Health and Safety (First Aid) Regulations 1981 and Health and Safety (Safety Signs and Signals) Regulations 1996. Stated within is how records of first aid treatment should be made along with first aid training to be completed and refreshed at the correct times, usually necessary for renewal every 12 months. COSHH – Control Of Substances Hazardous to Health 2002 – In place to ensure all health and safety risks of hazardous substances are assesed and controlled in accordances with the legal requirements. It supports the following lawful legislation in place; The Dangerous Substances and Explosive Atmospheres Regulations 2002, Health and Safety at Work etc. Act 1974, Management of Health and Safety at Work Regulation 1999 and Personal Protective Equipment at Work Regulations 1992. The company undertakes a wide rang of activities which can have a potential to expose employees and others to substances hazardous to their healt and safety. The purpose of the policy is to lay down a consistant approach to undertaking risk assessments of such work and to implement controls, so as to achieve effective protection of employees and ensure consistency. Manual Handling – Intended to ensure the provision of equipment to minimise the moving and handling of patients manually by staff. It supports Health and Safety at Work etc. Act 1974 and Manual Handling Operations Regulations 1992. It explains how manual handling is one of the most common causes of injuy at work and can lead to serious injuries. It expects appropriate practical training to be given before manual handling takes place. There must be a risk assessment in place. Explained within is the correct equipment required for manual handling to be carried out correctly. Any injuries at work sustained are required for the person to complete an accident form. Before a person who has injured themselves can resume with manual handling activities they must have an occupational health assessment. PPE – Personal Protective Equipment – Aims for protective clothing suitable for work to be provided. It supports Health and Safety at Work etc. Act 1974, Management of Health and Safety at Work Regulations 1999, Ionising Radiatiosn Regulations 2002, Control of Lead at Work Regulations 2002 and Personal Protective Equipment at Work Regulations 2002. I It expects protective items to be provided. Equipment such as hearing protection, eye protection, protective footwear, a protective mask or respirator, high visibility clothing, a welding visor or a hard hat, aprons, latex gloves etc. There is a high degree of user choice as to when and whether the protection is worn. Often the procedure to ensure people are using the protective equipment provided is a result of a disciplinary action. Employees do not pay for PPE, the company is to provide this.

Mktg 2202 Midterm Review

Chp 1 * The promotional mix * Advertising * Sales Promotion * Public Relations * Direct Marketing * internet marketing * personal selling Chp 3 * Consumer Decision Making Decision Stage| Psychological Process| Need Recognition| Motivation| Information Search| Perception| Alternative Evaluation| Attitude Formation| Purchase Decision| Integration| Postpurchase Evaluation| Learning| * Target Market and Target Audience * Target Market * The group of consumers toward which an overall marketing program is directed. * Target Audience * A group of consumers within the target market for which the advertising campaign is directed. Target audience options: rossiter and percy perspective * Brand loyal customers regularly buy the firm’s product * Favourable brand switchers buy focal brand but also buy others * Non-customers * New catergory users customers not purchasing within a product category * Other brand switchers not consistently purchasing focal brand * Other brand loyals loyal to a nother brand Chp4 * The communications processFeedback Feedback Response Response decoding decoding Encoding Encoding Receiver Receiver Channel Message Channel Message Source/Sender Source/Sender chp4 1.Traditional Models a. Aida b. Hierarchy of effects c. Innovation adoption model d. Information processing model 2. Response process models e. Standard learning model > learn/feel/do f. Dissonance/attribution model >do/ feel/learn g. Low involvement model>learn/ do/ feel 3. Cognitive reponse models h. Cognitive response approach-message/source/ad i. Elaboration likelihood model-central/peripheral Chp 5 * Dagmar Definition of Objectives * Target Audience * Benchmark and Degree of Change Sought * Specified Time period * Concrete, measurable tasks * What affects sales? * Technology * Competition * The economy Advertising and promotion * Product quality * Distribution * Price Chp 6 * Brand Strategy models * Salient Beliefs * Beliefs concerning specific attributes or benefits that are acti vated and form the basis of an attitude * Evolve over time * Differ across various segments * Brand positioning Strategy * Relates to the intended image of a product or brand relative to a competing brand for a give competitive space as defined by certain product market or category characteristics Chp7 * Source The person involved in communicating a marketing message, either directly or indirectly Direct Source| Indirect Source|A spokesperson who delivers a message or demonstrates a product or service| Doesn’t actually deliver a message| Andre Agassi endorsing head tennis rackets| Draws attention to or enhances the appearance of the ad| | A model| Seeking the major idea Seeking the major idea Chp 8 * Creative Execution Style * The way in which an advertising appeal is presented * Message Structure * The structure of a persuasive message can influence its effectiveness * Design Elements * The way in which components are place on the page or screen * Ad execution Techniques Str aight-sell / Factual| Animation|Scientific/technical evidence| Personality symbol| Demonstration| Imagery| Comparison| Dramatization| Slice of life| Humour| testimonial| | Chp9 * Marketing Testing Print Ads Post-test of Print Ads Post-test of Print Ads * Reasons for and against measuring effectiveness * Reasons to measure * Avoid costly mistakes * Evaluate Alternative Strategies * Increase Advertising Efficiency * Reasons Not to measure * Cost * Problems with Research * Disagreement on what to test * Objections of creative specialists Chp 10 * Media Tactics Decisions * Media Vehicle * Budget Adjustments * Blocking Chart * Media Strategy Decisions

Chilldren of Illegal Immigrants Are Not Entitled to Education

Majority would say school is the most important activity in a child’s life growing up. Therefore it is upsetting that not every child is entitled to an education for various circumstances. I think this is wrong, education should be offered to every child weather their race, religion, sex, political affiliation, and even illegal immigrant children. Many people argue, are children of illegal immigrants entitled to a public education? Nearly 41 million immigrants live in the U.S. today, yes only a fraction of those are children but in a typical immigrant family there are usually 2 parents with 2-5 children with more on the way. People can’t start to possibly mean that these children aren’t entitled to a school education. If they don’t get the right education their parents went through hell for no reason to get them here. They wanted a better life for their children; unlike the life that they had. And what we should be giving them is opportunity; we live in the United States of America for gosh sake. I believe that the children of illegal immigrants are entitled to an American education because without one they will not go anywhere in their life and won’t be able to peruse their dreams, how would you like to feel hopeless in ever becoming successful? I personally know 2 families in the city where I reside and they both were children of illegal immigrants and I can tell you one thing they came at the age of 6th and 8th grade and both of these individuals got the American language