Quantitative market research report carried out on a professional Paper

Quantitative market report carried out on a professional photo service by Marketest (marketing company) - Research Paper Example In addition, although the main aim of taking photos is for memory purposes, many people have gone beyond this tradition belief, and incorporated other aspects such as taking photos for fun, marketing strategies for business among other aspects (Davis 11). In this regard, most people in the UK have decided to seek professional help in matters pertaining to photography services. This is because professional photographer may have a variety of services such as editing photos, adding literature in them and even blending them to bring out the desired purpose of the customer (Allen 7). On the other hand, it is apparent that there a great need to have professional photo services for such purposes. 2. Literature review Importance of using professional photo services for business Due to high competition in the current markets, businesses have decided to spice their marketing strategies in order to develop and maintain competitive advantage that would enable them thrive in a highly competitive market. In this regard, professional photo services play a critical role in informing customers of new and exciting products (Adrian 49). For instance, a hotel may decide to use professional photo services to display some of their new foods. ... In hotel business, entrances and table menus acts as the best places to place advertisement pictures. In addition, they are in a better position to advise the business owner of additional materials to incorporate on the picture (Obermeier and Padova 74). For businesses advertising on the internet and especially via their websites, professional photo services could decide of the best photos to be placed on the website in line with the target market and the line of business (Folsom and Goodridge 12). A good example of a professional photo services is McDonalds. Although there has been heated debate on the dietary and unhealthy effects of fast foods, McDonalds has managed to maintain a considerable number of customers due to its use of professional photo services, which are well displayed on its website and its outlets across the globe. Company vehicles are well branded with photos of different fast foods such as styled hamburger, which entices people even those that clearly know about the effects of fast foods. Studies have documented that quality photos can be used to sell a product or hurt the business greatly. A poor photo can display a negative image of business products thus affecting business performance. For instance, a poorly taken or displayed photo can translate to poor quality products, and this can shun away customers (Johnson 298). A good and quality photo can attract new customers as well as maintain the already existing ones (Malhotra and Birks 24). In this regard, professional photo services can determine the best photos to entice customers, and which; can impress them on their first encounter with them. Studies have also documented that photos can be used to put across several meanings

Mentoring, Americans with Disabilities Act, Flex-time, Workplace Assignment

Mentoring, Americans with Disabilities Act, Flex-time, Workplace Security, and Performance appraisal - Assignment Example The four phases are (Boreen et.al, 2000): A mentoring relationship is based on numerous factors that relate to the success of the process as preferred by both the mentor and mentee. The basic relationship requirements include (Boreen et.al, 2000): The process of mentoring provides significant influence in career development. In women and minority groups mentoring is regarded as a mandatory requirement. Women and minority are viewed as a weaker part of the human race. For this reason, they are exposed to limited career opportunities and resources. Through mentoring this gap is lessened as they are provided an opportunity to learn basic career requirements from experts. This also improves their succeeding probability. The ADA was created to respond to the plight of the disabled or otherwise challenged persons. The Act was signed in 2009 by President Bush. Main components in the Act focused on making work places comfortable for the disabled or other wise challenged persons. Additionally, public places and entities were also required to be observant of the Act (Schall, 1998). In the act the beneficiaries are described as people with physical disabilities. The act excluded the inclusion of people affected by drug or substance abuse and visually impaired people whose sight can be corrected by the use of an optical lens. The ADA has positively impacted the working environment as companies have become more sensitive in making working places comfortable to the disabled persons. To ensure compliance of the ADA, an employer should put in place systems and mechanisms that address the issues raised by the ADA. For instance, an organization should advice other employees against discriminating against disabled persons (Schall, 1998). Traditional work schedules were heavily demanding on employees as they had to work during many hours and the output displayed could not match the time taken to complete tasks. Working on full time or eight hour day daily on the

Nullification Crisis and its Impact on U.S. History Research Paper

Nullification Crisis and its Impact on U.S. History - Research Paper Example The present face of the U.S. as the world leader has a part of its history of rigorous fights between Federal laws and State rights which resulted in widespread depression of industries. Certain changes implemented by the Federal government related to the tariff bill were largely criticized as a tool for the industrial promotion in the North. With this change, the political conditions worsened across the South, and as a result, the State of South Carolina advocated the State’s right to nullify the imposition or operation of Federal laws by early 1830s, and the resultant actions were jointly called ‘the nullification crisis’. When the cultural rights of the citizens and the economic safety of migrant residents were seriously challenged against the interest of the Supreme Court, the assumed authority by the states to decline the instructions of the Federal government initially gave liberty to people in their economic activities. As stated by historians like Bancroft, the development of nullification process strengthened and reached at the peak by 1833, when President Jackson was openly opposed by Governor Hayne of South Carolina against a new bill introduced in the Senate for imposing heavy excise duties on States to support the national banking for fiscal stability (71-72). Following this, the succeeding governor of the state, Mr. Calhoun reassured the importance of the State’s policies to stand against the Federal laws. Â  

Describe and Evaluate two theories of the formation of romantic relationships Essay Example for Free

Describe and Evaluate two theories of the formation of romantic relationships Essay In 1970 Byrne and Clore introduced the reward/ need satisfaction theory for the formation of relationships. They suggested that we are attracted to individuals whose presence is rewarding for us, and that naturally we find stimuli rewarding if it meets an unmet need; the more rewards someone provides for us, the more we should be attracted to them. They believed that the formation if relationships was linked with the idea of classical and operant conditioning, with operant conditioning we are likely to repeat behaviours that leads to a desirable outcome and avoid behaviours that lead to undesirable ones, so we enter the relationships because the presence of some individuals is directly associated with reinforcement, making us have positive feelings, which makes them more attractive to us. For classical conditioning, we tend to prefer people who we associate with pleasant event, so for example if we meet someone somewhere where we are having a good time, then we will associate this person with this good time and find them more attractive in the long run. Byrne and Clore believed that the balance between positive and negative feelings in a relationship was crucial as relationships where the positive outweigh negative feelings were more likely to develop and succeed. Griffitt and Guay (1969), participants were evaluated on a creative task by an experimenter and then asked to rate how much they liked the experimenter. The rating was highest when the experimenter had positively evaluated the participant’s performance on the task. This study supports the claim that we like people who are associated with pleasant events. This provides strong support that similarity is important in attraction, but also highlights reciprocal liking also is factor in the formation of relationships; however this may not be the only factor influencing this. The experiment was only of an imaginary description, the participant is unlikely to truly demonstrate how they feel towards the stranger. The experiment doesnt demonstrate interaction of people, but rather just presents a statement about them, which reduces how far conclusions can be drawn. Although similarity may be a factor, how people socially interact is also important to how a person perceives another. In a laboratory experiment, Lehr and Gehr (2006) studied participants of both sexes to test the importance of reciprocal liking. Knowing that someone likes you is particularly rewarding and so is more likely to end up in mutual liking. Participants were given a description of a stranger, with varying degrees of similarity of the strangers attitude to the participants. In each description was a statement that the stranger either liked or did not like the participant. Researchers found significant effects for attitude similarity and liking. However this study doesn’t have ecological validity from where it was done in a lab setting and didn’t reflect real life situation or conditions However Cate et al (1982) asked 337 individuals to assess their current relationships in terms of reward level and satisfaction. Results showed that reward level was superior to all other factors in determining relationship satisfaction, however this theory only explores the receiving of rewards, the results may not be completely accurate though as some people may have picked the socially desirable answers. These studies all ignore natures influence on attraction and that it is to some extent an evolutionary need to have a partner that meets physical requirements. This model may be very culturally bound as all the studies done were in the western world’s individualistic cultures. In other cultures one partner may not expect rewards and may be entirely giving, or arranges marriages will also go against this theory as the long term is made to happen. For example, Lott (1994) suggests that in many cultures women are more focused on the needs of others rather than receiving reinforcement. This suggests that this theory is not a universal explanation of relationship formation and therefore culturally biased. However, this theory is supported by another theory on how relationships are formed Byrne, Clore and Smeatons Similarity Theory (1986) states that it is important that people are similar in order to be able to form a relationship. They theorise that there are two stages to deciding who to seek relations with first we sort out the people most dissimilar to us and secondly then seek out those who are most similar. Caspi and Herbener found that in married couples, those who were the happiest were those with the most similar personality traits.

Basement Car Park Design

Basement Car Park Design A basement car park has to be design in this project to meet the property developers requirement. The car park will have 3 below ground level as the figure attached in the appendix (page 2). A site investigation has been completed and supplied as the information in this project. The construction technique for the basement walls has to be identified, then design the basement walls and produce a report justifying the solution. 1.2 Project Aim and Objective This project title is set up for student who is having their third year study in Civil and Structural Engineering. The objective of this project is to reflect the design and construction process of a geotechnical structure that students are likely to encounter in their future industry life. There are several aim have to be achieved in order to meet the objective in this project. Those aims are: To gain the overall thinking in a project construction and understanding those factors influence the development of the project. To gain deeper knowledge in the geotechnical field such as type of retaining structure and soil profiles. To develop the rational thinking and view of the constructability of the project. To identify the engineering problems in a project and minimize it to the minimum. To justify the proposed concepts into engineering fields. To apply engineering thinking into a project and design the structure in accordance. To communicate with the supervisor for seeking appropriate advice and self study to complete the project. 1.3 Project Scope This project had been separated into two main parts which are conceptual design and detailing design. In the conceptual design part, the choices of pile have to be considered wisely and justify it before get into the detailing design part. In this project, there are several type of retaining structure can be used but just the most appropriate one will be chosen to carry out into the detailing design part. There are few factors have to be concerned while selecting the choice of retaining structure. Those factors are the type of soil, durability, constructability, estimated costs and others. By having a good comparison among type of retaining structure, then the most adoptable type of retaining structure will be selected to construct the retaining wall. For the detailing design part, an adequate design calculation has to be produced in order to show that the retaining structure is satisfied with several circumstances and sufficient drawings have to be prepared if needed. The construction sequences have to indentify and list out clearly. Last but not least, a detailed method statement for the safe construction of the building including any supporting risk assessments, and an outline construction programs in the form of a bar have to be provided. 2.0 Background Study and Constraints The background study is the first stage of this entire project and a work must to be done before a project begin to progress on. The main purpose of this stage is to gather information as much as possible and analysis to figure out the restriction of the project. There must be some restriction in every single project that has to be concerned and further rational thinking to manipulate a good design. The discussion of the constraints has to be done in the early part of the project then the better final design will be produced by passing through this process. 2.1 Deep Excavation and Site The site tolerance is limited due to a public highway located just next to the footpath which is 2m away from the site. There must be some disturbance will face by the public highway due to this significant issue. This point has to be considering while choosing the type of retaining structure to be construct and minimizing it to the minimum when the construction is going on. Deep excavation has to be taking part in this entire project, so the hazards of deep excavation either supported or unsupported case has to be indicated and it is a considerable concern while making decision for the type of earth retaining structure. For example, the dewatering problems might be exist base on the water table and the excavation is variable base on different type of soil in the area as well. 2.2 Soil Profiles The soil profiles are the interesting and concerning part for the geotechnical engineering especially the engineering soils found beneath the topsoil [1]. The engineering properties and the behaviour of these soils are their concerning and interesting point [1]. Different type of soil profiles will be having different ability for a structure. Therefore, site investigation process has to carry out to determine the soil profiles. The layer and the type of soil or rock beneath the ground surface will be determined by this process. Its behaviour and the properties of each layer will be obtained as well to progress on. In this project, there are three boreholes given from the site investigation data which named as BH-02, BH-03 and BH-09. The boreholes record is attached at the back of the report which in the appendix part (from page 1 to page 2). The location of BH-02 and BH-03 are shown inside the plan view of the site but there is nothing relevant to BH-09 can be figured out from the view. The plan view is attached in the appendix (page 1). A simple analytic of the height and depth of each layer have done which shown in the Figure 2.1, 2.2 and 2.3. C:UsersFuhDesktopZzz_Study thingsCIVE 3709ProjectIMG_0619.JPG Figure 2.1 Borehole Record, BH-02 C:UsersFuhDesktopIMG_0617.JPG Figure 2.2 Borehole Record, BH-03 C:UsersFuhDesktopIMG_0618.JPG Figure 2.3 Borehole Record, BH-09 From the figure of the three boreholes records, it shown that they are about the same. The soil profiles for the top layer is made ground then followed by clay and then mudstone as the bottom layer. Clay is a naturally occurring material composed primarily of fine-grained minerals, which is generally plastic at appropriate water contents and will harden with dried or fired. Although clay usually contains phyllosilicates, it may contain other materials that impart plasticity and harden when dried or fired. Associated phases in clay may include materials that do not impart plasticity and organic matter [14]. In the other hands, mudstone is a fine grained sedimentary rock which is formed by clays or muds with the pressure over long time. It looks like hardened clay but depending on the situation when it was formed. 2.3 Water level Groundwater observation where the water seeps or ingress has to be recorded in the site investigation logs as they link with the casing and the boreholes depth [2]. Groundwater observation is the concern for geotechnical engineering due to the water pressure too. The water pressure is an issue that will affect the decision of the choice of retaining structure and the depth of the pile as well. The water table is not given in this particular project specification therefore proper consideration is needed before making any assumption. The water level is to be assumed one meter below ground level after a long consideration and communication with supervisor. This should be the best assumption and go on for the later part of design. 2.4 Time, Cost and Quality As a designer, the concern of the property developer has to be taking into consideration while designing a project. Time, cost and quality are playing the important roles for a single project which will be the concern of the developer. These three elements are the key issues and related to each other. The cost of the project will be increased if a project construction time getting longer. Base on this, the shorter the construction period the lower the cost of the project so a proper planning of the construction method and procedure is needed to minimize the construction cost but the quality of the project must be still maintain in a satisfy adoptable level. 3.0 Type of Earth Retaining Structure Earth retaining structures are mainly used to support the soil and structure due to the difference in elevation of the ground surface. It can be either propped or cantilever. There is various type of earth retaining structures which are used in geotechnical field for civil engineering. Those retaining structure more commonly used in basement car park and more suitable for this project are: Sheet Pile Walls Diaphragm Walls Bored Pile Walls There is different capable of each type of wall, the typical applications of walls have shown in the figure below. Figure 3.1 Typical applications of embedded walls ([8] pages 98) 3.1 Sheet Pile Walls Sheet pile walls are made of timber or precast concrete previously but nowadays sheet pile walls are more commonly made of steel. Sheet pile walls are formed by individually driven sheet pile into the ground and form the series of interlocking piles to support the soil and the structure [1]. Sheet pile wall can be category into two main types which are cantilever wall and anchored wall. Sheet piles are light to handle and being robust. It can handle the high compressive loads whiles it driven into a hard ground surface [3]. It has the ability of being driven into deep penetration to reach a bearing stratum or to develop a high frictional resistance [3]. There are two method of driving sheet piles into stratum which is: Pitch and Drive This is the simplest method, each sheet pile or pair of piles will be driving into the finished level (full depth) before repeating the next sheet pile. By the way, this method is preferable for loose soils and short piles only. Panel Driving In this method, the first pair of piles has to be pitched carefully, plumbed and driven partly to form adjacent piles. Then, the remaining of piles are pitched and interlocked. Finally, the last pair of piles pitched into the panel are then driven partially and followed by the partial driving of the rest of the panel, working back towards the first pair in the panel [4]. The piles is arranged as whole panel, therefore it is no need to drive all piles fully to maintain the piling operations. The risk of driving problem and difficulties of de-clutching will be minimised too [5]. This method is suitable for dense sands and stiff cohesive soils. http://www.earthwork.us/files/DSCN2063.JPG Figure 3.2, Sheet Pile Walls There are few issues have to be discuss while considering to be used sheet pile walls for design. Firstly, the deep of the basement has to be constructed. If the depth of the basement too deep which mean the length of the pile will be quite long and the ability of transporting, pitching and driven those piles has to be taken into consideration especially in urban area. Cost will be affected in this issue as well because it is hard to manufacture a big size of sheet piles. Basement car park recently constructed in urban area to fully utilize the space in the cities. While sheet pile walls can be act as a permanent structure or temporary work in a construction project, but there is a concern if the sheet piles act as the temporary work. The ability to remove the sheet piles after constructed the retaining structure has to be think twice base on the limited spaces around the cities for the crane to remove it. Even there is some improvement of the technology on the noise and vibration problems for sheet piles while driven it into the stratum but vibration and noise are still exit which is the disadvantages of sheet piles. The improvement just mainly overcomes the problem on some type of soil layer only, such as by using some hydraulic pressure equipment to press the sheet piles into stiff clay layer. Refer to this entire issue; there must be rational consideration if steel pile has to be used specially in the urban area. 3.2 Diaphragm Walls A diaphragm wall basically is the combination of reinforced concrete wall and sheet pile wall. It has the ability of the combination of reinforced concrete and sheet pile wall. A diaphragm wall are formed and fixed by vertical reinforced concrete slab in position with the same manner to support the soil. In the other hand, the sheet pile held in the lower part of the diaphragm wall by the passive and active soil pressures that act upon it [1]. Most of the diaphragm walls are the reinforced concrete wall that cast in situ by a machine digging a trench in panels of limited length. It acts as temporary support during construction and a permanent wall, sometimes with lining [8]. The stability of the excavation to the required depth is filled by the use of a drilling fluid, usually is bentonite slurry [6]. This slurry has thixotropic properties, as it forms into gel when left undisturbed but becomes a liquid when disturbed [1]. The bentonite slurry initially penetrates into the soil and the virtually impervious skin of bentonite particles is formed [1]. It is only about few millimetres thick on the sides of the trench. There is no penetration of the slurry into clays, sand and silt water. The main purpose of the use of slurry is to prevent collapse of the trench by creates lateral pressures that act on the side of the short trench panel. When the excavation is done, the required steel reinforcement is place into the trench panel. The walls are constructed by filled with concrete in discrete panel lengths ranging typically between 2.5m and 7.0m using purpose in appropriate circumstances. Those displaced slurry being collected for cleaning and further use. Standard widths of diaphragm walling equipment are 600, 800, 1000, 1200 and 1500mm although greater can be provided as required. Depths of the diaphragm wall are constructed up to 50m by using grabs and up to 80m using standard hydromills (milling machines). The remaining intermediate panels are excavated and constructed to fully complete the wall when the concrete has developed sufficient strength. The length of each panel is limited to the amount that the soil will arch, in a horizontal direction, to support the ground until the concrete has been placed [6]. A simplified Figure 3.3 has been attached to shown the various construction stages. In the Figure 3.3, the processes of each stage are: Guide-wall construction Panel excavation in progress Installing stop ends Panel concreting Figure 3.3, the stage of construction a diaphragm walls. http://www.stroyinject.com/images/gallery/pics_new.08.08/thumb_SZ_2.JPG Figure 3.4, Diaphragm Walls There still exists another type of diaphragm walls which are precast reinforced concrete diaphragm walls. The use for this type of diaphragm wall is nearly the same with diaphragm wall that reinforced concrete cast in situ. It provides both temporary and permanent soil support but with limited depth. There must be some advantages and disadvantages for every single earth retaining structure. Therefore the discussion of pros and cons for this type of retaining structure has to be done, while considering of using diaphragm walls. The construction time and cost of diaphragm wall is generally efficient where it is used for both permanent and temporary subsoil retention for walls of medium, and greater, depth [8]. Diaphragm walls also allow the effective transfer of vertical load from the building superstructure to subsoil below basement level. The vertical load transfer is not added in the wall design while the early of diaphragm wall in UK. The reluctance of designers to allow such load transfer was due no doubt to lack of published test results. This situation changed gradually when the diaphragm more commonly use in the construction of basement [8]. While constructing the diaphragm walls, it has the minimum noise and vibration disturbance. This is an advantage of using diaphragm walls as a retaining structure. The noise and vibration in diaphragm wall installation are about the same compare with the normal civil engineering equipment, such as cranes and generators. Base on this, it suitable to be constructed in urban area. Diaphragm walls can be constructed under groundwater condition so there is not any affection in groundwater problems for this kind of structure. Diaphragm walls have the advantages of high bearing capacity and good in horizontal or vertical bearing capacity. The allowances of settlement for this kind of structure are small which is good for superstructure [9]. Although there are many advantages of using diaphragm wall but there is some limitations for this structure to be used. It could not be use either in very soft soil such as soft clay due to trench stability problem or very stiff rock. The principal disadvantages of diaphragm walling are the risk of loss or spillage of bentonite slurry, the relatively high cost of cleaning and the disposal of the slurry, the site space needed for large reinforcement cages and the large cranes needed to handle them. Above all, the need for continuity in the construction process from excavation through concreting to removal of temporary stop formers is a disadvantage of the method [8]. A good quality control is needed in the diaphragm wall construction. Diaphragm walls are the new type of retaining structure which is more modern and construct by some modern equipment. Those skilful and more specialist workers needed while installation the walls. 3.3 Bored Pile Walls Bored pile walls are an earth retaining structure that form by bored cast in situ piles either small or large diameter. This technique often used in deep basements and underground structure as a temporary or permanent retaining structure. It commonly used for those structures with limited working space or constraint of adjacent existing structures that prevent excessive bulk excavation and help to control the movement of the ground [6]. The construction method of bored pile walls are slightly different compare to the diaphragm wall, initially a casing has to be driven into the ground by using the vibro-hammer and leaving 1 metre length of the casing above the ground. Casing can be ignored where the soil profiles are firm to stiff cohesive soils [11]. The power-driven rotary auger (a drilling tool) will be used to cut and remove the soil within the casing to form a borehole. The range of diameters and depths possible is considerable, from 300 to over 5000mm and down to 100. The used of the casing is to support the surrounding soil. If the length of the casing not enough long to reach the required depth in the ground, bentonite slurry could be used to support the soil below the casing. The steel reinforcement will be lifted up and placed into the borehole by crane. If the depth of the boreholes too deep, reinforcements have to be over lapping and welding if possible. The concrete is poured into the borehole to form th e bored pile. Finally, the bored pile is formed by using the vibro-hammer to withdrawn the casing [3][10]. A bored pile wall has its own characteristic that have to take into consideration while selecting the type for retaining structure. The presence of the advantages and disadvantages of the bored pile walls have to be taken into consideration if bored pile walls chosen to be used. The length of bored pile walls can be varied to suit the varying ground condition which is more adoptable for most of the design project. Moreover, the soil can be inspected and if necessary sampled or in situ tests made when it is cut and removed from the boreholes. By using this method, the large excavations and subsequent backfill are eliminated. The noise and vibration are existed while constructing the bored pile but it is acceptable and will not disturb the adjacent pile or structure [12]. Basically, the disadvantages of bored pile wall are not much. The transportation of the casing could be one of it. The unable to place the concrete under the ideal condition and cannot subsequently inspected are one of the disadvantages as well. Figure 3.5, the steps of constructing contiguous bored pile walls. Bored pile walls are categorised into two types, which are: Contiguous Bored Pile Walls Secant Bored Pile Walls Several factors have to be concerned while choosing the type of bored pile walls. Those factors are: Soil Type The ground water profile Construction time available Propping requirements Cost Life span 3.3.1 Contiguous Bored Pile Walls A single row or double row of piles pitched and constructed next to each other with leaving some gaps. Alternative piles are cast first and the intermediate piles are then installed. Figure 3.6 and Figure 3.7 are attached for more detail and understanding. For this type of retaining structure, the water will flow through the gaps between piles [1]. This type retaining structure suitable where the soils are between firm to stiff and the water level is below the depth of excavation. This method is the fastest method and most economic option to construct. Figure 3.6, an example for the plan view of contiguous bored pile wall http://www.sbe.napier.ac.uk/esm/images/bored_pile_small.jpg Figure 3.7, contiguous bored pile wall 3.3.2 Secant Bored Pile Walls Secant bored pile walls are similar with the contiguous bored pile wall, except that the gap of the piles are either filled with concrete or secondary pile are cut into the primary piles as shown in Figure 3.8 and Figure 3.9.This technique is suitable for high water level due to the continuous wall had formed and it is a watertight condition that stops the inflow of water. The procedure of this method is slightly more complicated compare to bored pile wall. Figure 3.8, an example of plan view of secant bored pile walls http://www.amplusltd.com/upldimages/ISecant%20piled%20wal%20-%20Battricks%20-MG_0042.jpg Figure 3.9, Secant bored pile walls 4.0 Comparing and Selecting Of Retaining Structure. By using a simple matrix analysis table as shown in Table 4.1, it can be determined the best selection of retaining structures as in general concept. The selection of the retaining structures can be determined by rational comparisons by applying the weighting into the matrix table. The weighting in the matrix table are represented with numerical numbers from 1 to 3 in which the higher the value, the more beneficial for the route while the lower the value indicates as otherwise. From the table, it shown that each type of the retaining structures is about the same, they have their own characteristic and advantages in different aspects. Secant bored pile walls gained the most point in the weighting but it might not be the best choice because this is just a general concept comparing within the type of retaining structures so a proper comparison that fit with this entire project issues will be done later on. The soil profiles of this project are made ground, firm to stiff clay and mudstone which adoptable for all of the retaining structure mentioned above except sheet pile walls. In this soil conditions, sheet pile walls are not suitable to be driven into the ground due to the hardness of the mudstone layer. This problem can be solved by providing bigger size of sheet pile which significantly increased the cost and waste of materials. Therefore, sheet pile walls are not recommended and if possible choose other type of retaining structure into design. Water level is a problem which will be affected the decision of selecting retaining structures. The water level is to be assumed at 1m below ground level. It is quite high and proper consideration has to be done base on this issue. Diaphragm walls, sheet pile walls and secant pile walls are capable to construct in high water level condition. Contiguous pile walls are not able to construct below ground water condition due to the gaps between the piling which allowed the inflow of the water. This might a concern while selecting this as the retaining structures. Diaphragm walls are a good retaining structure among all of the retaining structure. It allowed the highest depth of excavation which is about 7 to 30m length but 8m of excavation is sufficiently enough in this entire project. In the other hand, the other retaining structures are more adoptable which allowed 4 to 15 or 20m depth of excavation length. This will be an issue while selecting the choice of retaining structures. Basically, there is specific difficulty of constructing each type of retaining structures just in different restriction. There is not much to comment on the ease of construct issue but it must be fit with the site restriction. The durability of each type retaining structure is about the same and it could be ignored while comparing with each other. The cost of construction must be minimizing to the minimum if possible because it is a concern of the project developer and economical problem. Sheet pile walls are rejected in this project due to several concerns. First, the main concern of using sheet pile is the size and area of the pile to be used due to the depth and area of excavation are quite big. It is hard to manufacture such big size of sheet pile in the factory and hard to transport large number of them to the site. If sheet pile chosen into design for basement car park, it will commonly act as temporary work and the ability to withdraw the sheet piles after the construction is an issue because a highway just located 2m away from the boundary of the site. Moreover, the soil profile contains lot of the mudstone which cause the sheet pile hard to be driven into the ground. There will be some vibration which will be affected the public highway either on the foundation or the whole structure while the sheet pile is driven into the ground. Diaphragm walls are good to be used in basement construction which is commonly in urban area. Honestly, it is capable with all the construction constraints in this entire project such as it is able to construct under groundwater condition and there isnà ¢Ãƒ ¢Ã¢â‚¬Å¡Ã‚ ¬Ãƒ ¢Ã¢â‚¬Å¾Ã‚ ¢t any vibration problem in diaphragm walls construction. Even it is so good compare with other retaining structures but it still will not be selecting as the retaining structure. First, large amount of steel reinforcements needed for a diaphragm walls, it have to be tied up before they lifted up by crane and placed into the panels. Base on the number of materials and skilful workers needed, the cost of the construction will increased directly. It is also relatively high cost of cleaning and the disposal of the slurry. Diaphragm walls are good enough which is a bit over for this project because some of the advantages is not needed in this project. Consequently, diaphragm walls are not suitable for this p roject and some other retaining structure will do because the overall estimated construction cost is too expensive compare with others. Bored pile walls are the most adequate retaining structure to be used in this project compare to the others. Even there are some disadvantages in this type of retaining structure but the advantages of using it are higher after proper consideration and comparing. Then, the vibration and noise of constructing bored pile walls are in the acceptable range and will not affect those structure next to it especially the public highway. Bored pile walls are able to consort with the soil conditions in this project too. It is the cheapest retaining structure as well. Bored pile walls are chosen either secant bored pile wall or contiguous bored pile wall. As a conclusion, secant bored pile wall is chosen as the retaining structure in this project because it offers a watertight alternative compare with contiguous bored pile walls. 4.1 Selected Retaining Structure à ¢Ãƒ ¢Ã¢â‚¬Å¡Ã‚ ¬ Secant Bored Pile Walls Secant bored pile walls basically are bored cast in situ piles either small or large diameter. It will be constructed in a line and the gap between piling will be filling with cement or concrete to form a watertight condition for preventing the inflow of water. The filling technique will be mentioned in the later part of report. Secant bored pile walls are categorised into 3 types which are: Hard / Soft Secant Pile Wall Hard / Firm Secant Pile Wall Hard / Hard Secant Pile Wall 4.1.1 Hard / Soft Secant Pile Wall The female pile has a characteristic compressive strength of 10-20 N/mm2, which is retarded to reduce the strength of the mix while the mail piles are drilled between the female piels. 4.1.2 Hard / Firm Secant Pile Wall 4.1.3 Hard / Hard Secant Pile Wall

Louis Armstrong Essay -- essays research papers fc

Louis Armstrong's Influential Career Louis Armstrong’s Influential Career Louis Armstrong was the most successful and talented jazz musician in history. His influence and expansive career continues to make waves in the jazz world. That is what made him become what he is to many today – a legend. Born on August 4, 1901, in the poorest section of New Orleans, Armstrong grew up with his grandparents due to his parents’ separation. On January 1, 1913 he made a mistake which turned out to be the best thing that ever happened to him. At a New Year’s celebration in downtown New Orleans, Louis Armstrong, also known as â€Å"Satchmo† and â€Å"Satch†, fired a pistol into the air and was placed in the Colored Waifs’ Home. It was there that he was introduced to Peter Davis – the brass band leader who taught him how to play the cornet (Brown 17). Soon after he began playing, Armstrong was made leader of the band – something he was extremely proud of. In June of 1914, Ar mstrong was free to leave the Waifs’ Home. He was hired by various cabarets throughout the city, as well as for picnics, dances, and funerals. It was at one of these places that he was spotted by the famous Joe ‘King’ Oliver. King Oliver found Armstrong stand-in slots at orchestras and other venues. In 1918, he was offered the vacant seat left by Oliver in the band the Brown Skinned Babies. Kid Ory, leader of the band, once said that after Louis joined them he, â€Å"†¦improved so fast it was amazing. He had a wonderful ear and a wonderful memory. All you had to do was hum or whistle a new tune to him and he’d know it right away† (Boujut 21). At the end of 1918 Armstrong married Daisy Parker, a prostitute he had met at a dance hall that he played on Saturday nights. The marriage ended only four years later due to her beating him regularly (Bergreen 87). Louis Armstrong was hired in May of 1919 to play on a riverboat that traveled the Mississipp i River from New Orleans to St. Louis. Armstrong soon became very popular in St. Louis and was in high demand (Collier 124). Two and a half years later, he was thrown off the riverboat and fired due to a fight. After returning to New Orleans, he received a telegram from King Oliver in Chicago. It was an invitation to join The Creole Jazz Band – an offer Armstrong couldn’t refuse. The Jazz Band cut it’s first record in the spring of 1923 and toured throughout Illinois, Ohio,... ...s he starred in which shared the same title. For the next seven years of his life he was in and out of the hospital due to heart and kidney problems. On July 6th, 1971, Louis Armstrong died of a lung infection and heart complications. His last wish, that his trumpet be buried with him, was granted. Louis Armstrong influenced almost all aspects of jazz technique and style. He was the first to improvise and elaborate on a given melody. This technique has since been attempted and copied time and time again. Armstrong introduced a freedom to music that continues to impact popular music (Sadie 601). Without this American genius music would not be what it is today. Bibliography Works Cited Bergreen, Lawrence. Louis Armstrong: An Extravagant Life. New York: Broadway, 1997. Boujut, Michel. Louis Armstrong. New York: Rizzoli, 1998. Brown, Sandford. Louis Armstrong. New York: Watts, 1993. Collier, James Lincoln. Louis Armstrong: An American Genius. New York: Oxford, 1983. Crouch, Stanley. â€Å"Louis Armstrong.† Time 8 Aug. 1998: 170. Sadie, Stanley. ed. â€Å"Louis Armstrong.† The New Grove Dictionary of Music and Musicians. 6th ed. Vol. 1. New York: Macmillan, 1995. Word Count: 1246

Critique Of Vote.Com By Dick Morris :: essays research papers

Critique of Vote.Com By Dick Morris   Ã‚  Ã‚  Ã‚  Ã‚  Being required to read books is not always something you look forward to in a class. Actually it’s probably one the worst things you dread. Especially this assignment, I was honestly not looking forward to anything about this book when I was preparing to read it. And though the premise of the book is actually very relevant in today’s day in age, I still felt like the information just could not be that important to me personally. Even after reading the introduction I could not have been less interested in the book than before I began reading it. But then as I began to get into the meat of the book I found myself beginning to see how this book was about me. It is about the generation in which I was born and a generation in which the Internet will forever change.   Ã‚  Ã‚  Ã‚  Ã‚  In the following paragraphs I would like to share my thoughts about particular chapters in the book in which I found the most and least intriguing. While reading the book I did find many points on which I found myself agreeing with, but I also did come to statements that were not so easy to support. And these points will be the focus of my paper.   Ã‚  Ã‚  Ã‚  Ã‚  The first chapter that I really found myself getting into and finding myself in total agreement with was chapter seven, â€Å"Campaigning To Win The Fifth Estate†. Morris’s basis for this chapter, and reasoning behind it is right on target. As our world evolves, so does the means of communication. As a faster more technically advanced Internet replaces television, people that have relied on television as their main means of communication will be rudely awakened to find they have much to learn about â€Å"Internet campaigning†. The first section speaks about the way in which internet campaigning will be completely different from traditional campaigning because it is entirely voluntary. Instead of politicians counting on the fact that we will be sitting in front of the television every night, they will have to design political messages that actually contain intelligent political thought. The way we have been spoon feed campaign messages through television commercials will no longer be a choice. No, we will now have the choice to find which information we want to read and which we choose not to. A whole new way to campaign will have to be brought into use.