Occupational Health and Safety Management System Development

Occupational Health and Safety Management System Development INTRODUCTION 1.1 Background In recent years, there have high number of occupational death and injury to occur in warehouse. This number of occupational accident not only damage for worker. This also is a greatly affect the productivity of society. Follow the Government statistics result in 2005, there have HK$ 1.02 billion compensation to injury worker and their family. This table are show the number of accident are decrease from 35,986 to 33,652 is decreasing compare with one year. Furthermore in economic way, after accident are also affect team morale, feeling and productivity. Under the statistics result to find that about 1.7 million sick leave day after occupational accident to lead the economic loss. In individual way, not only physically damage for worker. In psychology way, are also needs to pay more time to recovery and step by step to build up their working feeling to improve the productivity. To reduced the number of occupational accident and injury in warehouse and workplace. Need to evaluate and analyses more detail before setup the workplace. So that why we need to depend on Occupational safety and health management systems. Apply technical simulation, research and analysis the normally cause of injury and accident from unsafe workplace, environment, insufficient safety facility, unsafety working behavior with worker. In Fig 2 are separate to three main industry field to make more easily to evaluate and make technical comparison and convenience to analysis the data to make some decision Before to analysis and evaluate the cause of occupational accident. Firstly to study occupational guideline and review cause to evaluate the potential hazards in the existing or in progress workplace environment. In Fig 3 are show the potential hazards in site are damage to the worker. Cause the accident are the mild steel board are pressing to his leg. Then organize the good safety and occupational management specific system for specific work place. This mean not all-occupational management system can fully satisfy for all warehouse and workplace. But following the previous case, In real condition to analysis their right safety attitude and his working method from worker and operator is very difficult to know. So need to really understand specific workplace for different condition and different ways. For example: Occupational accident involves human, tools or machine and workplace. In human way, require knowing worker or employee working background, enough safety aware knowledge and operation experience for employer reference. Furthermore in external ways are also become factor to affect the employee working performance. It can include working duration; temperature, actual workplace, and rest time are really enough provide for employee to reduce mental fatigue. Try to study those following factors to establish for the occupational safety and health system for different working area. Then to use this effective human and environment data to redesign or rearrange to reduce or prevent the occupational accident and improve the confident for their job. Our goals have been try to really know the main cause depends on operators perspective and his working experience. Furthermore can apply this knowledge or experience to establish solid know base to prevent or reduce the occupational accidents in warehouse or industry field and improve to high standard of occupational and health in Hong Kong. 1.2 AIMS These aims of the final year project are introduce the occupational and management system in warehouse and to analyze this management system for some simulation approach. 1.3 OBJECTIVES 1. To develop and set up a safety and health management system. 2. To determine the major cause of occupational accident in warehouse. 1.4 METHODOLOGY To satisfy the objectives, this report can divide into two parts. The first part is collect major data from our warehouse. The second part is using the result to improve the safety and health management for warehouse. In the first part, we step by step to collect and research some data from the working location. We need to record the working behavior and observe their working process to analyze their working sequence. And then base on their working process to find out which working process will cause occupational accident. That following data I will collect from my part time job location in the garment warehouse. And I will develop the safety and management system to help for this warehouse to reduce number of accident. This following data for case study will show into next part, such as causes of accident, working environment. For these case studies, warehouse supervisors and staffs are interview from survey Questionnaire. From this questionnaire will list number of possible cause can lead the occupational accident. The survey result will show in the following chapter. 1.5 Organization This case study is divided into eight chapters and following the sequence to satisfy the project objective. Then will list the introduction of content. Chapter One Introduction Chapter One is introduces the background, objective, aims and methodology of the case study in the listed chapter. Chapter Two Literature Review Chapter Two will separate into six sections, in the first part will overview different type of stages of safety and health management system. System structure, simulation, and implementation. Chapter Three System Design In chapter three will show my possible system design. Firstly to collect the real data, make some case analysis and use simulation software to simulate the cause of accident. The method will show in this following chapter. Furthermore, the format of the survey questionnaire is shown in the below. Then the possible cause of accident will also list in the literature review. This purpose can fulfill the achievement for the objective. Which criteria of accident cause will choose more detail in this chapter and fulfill objective 1. Chapter Four Result Survey Questionnaire Chapter four will list the following result and problem finding from the questionnaire. Depend on the serious mistake and then analysis the result. Then will present the survey result into this chapter. From the analysis result to calculate the mark and using statistical method to present which condition will easily to have occupational accident. This following result can satisfy the objective 2. Chapter Five Discussion In Chapter five, It will group some similar data from each survey. According the relevant result or pattern of warehouse accident cause. After that to following the average to arrange the importance level from workers feedback. Next part of this chapter Chapter Six Conclusion Chapter Six is the final chapter for evaluates the analyzing result. Depend on the result and develop the suitable occupational and safety management system for this warehouse to prevent accident to make worker injury. Chapter 2 Literature Review 2.1 Introduction This following aim for this chapter are show the literature review related for the occupational and safety health management system, cause of occupational accident for real case. Firstly to divide into two part. One part is Cause of warehouse occupational accident and next part is safety and health system. As the cases are depend on various components and different situation will make different warehouse accident occurrence, Moreover are included some tasks with workplace design, implementation, and outcome will be discussed. In the next part, these purposes for make a summary for different types and possible accident in the warehouse and notice in the different literatures. Then will classify this possible cause, and make details revision for different cause to find out the cause of accident in warehouse. 2.2 Definition of Terms 2.2 Definition of Occupational Safety and Health Definitions A definition of safety and health means in the working area with cross-disciplinary have safety facilities, protection, and health for the worker. The goal is provide the safe working environment for all occupational fields. The purpose is protecting for the employer, employee, client, and workers family, supplier, public and community work by the work place. Such as public health field, occupational medicine, ergonomics, industrial field in production factory, warehouse, construction site. 2.3 Definition of Safety and Health Management System Occupational safety and health management system is integration management method to reduce risk in work place. It followed safety guidelines and reassigns this process need to teamwork support and management leadership to monitor the status. Depend on different business organization to form based conclusions and various results. And require higher usage rate of the safety and management system than type selected. It should be provide good atmosphere for implement the occupational safety and health to implement and practices. 2.4 Structure of Safety and Health Management System Structure of Safety and Health Management System are divide into SIX main criteria is Planning, Developing, Organizing, Implementing, Measuring and Reviewing. 2.4.1 Planning Planning is procedure to evaluate which criteria should be to complete. Firstly to classify which safety and health task should be suitable to apply in warehouse and use relevant Safety and Health Management Regulation. Then will accord sequence for the safety and health object to design and achieve that. Furthermore need accomplish this safety object may be lead to arise the financial and usage of resource. Secondly, for the management team need to determine the initial stage to analysis for existing safety and health system to make are some lay outs. Then will make some estimation to define the priorities of working process for risk management control and hazard reduction. After will setup the standards for the system outcome. Later should be make regular status assessment to analysis for the safety and health system in the daily process. Additionally, there are detail to show how to define the initial status analysis, regular analyses and risk estimation is shown as follows a) Initial status analysis This is a measuring step to find out exist job location are focus the importance of the safety and health business for the initial in the warehousing in progress. It should be first time to setup done in the safety management system depend on the proprietor of the working process. Furthermore, the employer should provide enough facility to worker for the Safety Management Regulation properly. b) Regular status analyses After operate initial status analysis, employer need to keep regularly applying the improving safety and health management system in warehouse continuously. The safety officer or supervisor should be classify the scope and regularly to apply assessment for analysis to be following: ~ The problem findings / safety and health management system revision ~ Introduce usage the new technology ~ Rearrange in management of organizational structure. c) Risk Estimation This aims for planning task, risk estimation is apply to test and establish the data file for overall risk in warehouse operation Then the problem findings will apply into the formula to create the risk reduce strategy, assign the safety and health object and set up the performance standards and object priorities. Basic procedure in risk estimation include as follow: 1) Classify of potential hazards This is procedures of classify all-important and potential hazards are related into working process and need to concern the damage of the user. 2) Evaluation for risk This is the procedure of the evaluation for specific subject of risk with every potential hazard that suppose each facility are in control in workplace, and decide the effective task and the result of their failure. Then need to concern if the risk assessment have some tolerance, if the tolerance occur, the supervisors need input into record which in or out of the statutory standard are also need to transform to international approve standards. If the risk can met or lower for the suitable level that will take it into tolerance counted. After the potential risk evaluation, there is elimination and reduction task to classify and for control purpose: i) Setup safety and health process and potential control standard The safety and health process should be no tolerance during the developing. ii) Maintenance and Carry out the safety and health process It should be appropriately to support and implement the Safety and health process and risk control. In the other hand, risk management control should be kept in effective. iii) Review of safety procedures and risk control measures Regular review is necessary for safety process and risk control. Need to be keeping in suspect way check the system isnt in function. When the critical change occurs is also related. After the risk assessment will discuss into next part. 3) Assign person for implementation The safety officer or supervisor needs to select a reliable staff or worker to implement analyses in progress and risk assessment. This reliable person should have: (a) Make sure this person should be keeping the system in progress. (b) Provide a technical training course and practice to earn the management experience. 2.4.2 Developing This is a process to how to achieve the safety and health management system 1) Following this status, the warehouse supervisor need to be clearly explain approval safety and health policy and document with specific objective in the initial planning status and make sure that policy involve this following agreement : i) To accomplish a high quality standard of safety and health to promise to met minimum requirements and regular to practice to keep in high performance. ii) The first line supervisor should be have primary responsibilities to create the occupational safety and health system to keep in progress. iii) Offer enough resource to carry out the system iv) Make sure acquaintance, maintenance the system, carry out the system for each level of management system. v) Ensure each worker can provide sufficient safety knowledge and training to work for their job and responsibilities. vi) Provide the regular review the management system. 2) Implement the safety and health system by the supervisors should be provides and arranges effective management planning for specific objective. i) Distinctly direction to lead to supervisor and manager cooperate with worker to achieve the specific target of the safety and health management system. This safety and health management system should be setup in the industrial and warehouse undertaking for first line management team, collect opinion and more helpfully for safety and health individually. All worker and different grade of manager should be participating for each stage of safety and health system. Not fixed format of the safety plan for how detail and pattern. Furthermore, the plan should be describe the policy of the safety plan, specific objective and which level of standard can be accomplish, measuring level. Then the key point should be set it out: a) Fully preparation for supervises the management plan to be success. b) Apply the management system should be implement and well prepare each component into industrial field. c) The responsibilities should be properly to assign into safety and health system. For necessary use, it should be include safety guidebook, method statement, and safety manual. Every level of managers, supervisors and worker should clearly understand the plan and their duty and focus in implementation. Developing the effective sharing system in structure. Lastly, safety and health plan need to fixed period to revise or review to improve the system more effective. 2.4.3 Organizing This is a communication and sharing procedure of the relationship between user and resources control in the working structure to complete their goal. The proprietor should be mention for relevant industrial is needed: i) Fully synthesized in the industrial field and apply into each process by different size of jobs. ii) Appropriate to provide enough money and can suitable fit the company size and characteristic for policy in progress should be suitable to developing and maintaining the parts of the safety and health management system. iii) It should be organize by have industrial field experience staff to set up and provide practice more efficient and effectively. To from a similar industrial field iv) To assigned responsibilities of safety and health for each staff. iv) To assign the operation for the safety member, a safety department/unit/group (safety officer means a person employed as a safety officer in an industrial undertaking under the Factories) vii) Need to offer authority to implement their safety and health responsibilities viii) Make a meeting to sharing the occupational and safety and health information more effectively. 2.4.4 Implementing This is the process of carrying out or applying the practice and training into accomplish the specific purpose. Make sure that have enough manipulate and applicable control for the performance followed in the management plans. Follow this step, the employer of a relevant industrial field is needed: i) To evaluate and carry out the plan to classify the risk and then can fulfill the legal standard as well to mention the safety management. ii) Need to provide enough monitoring and make sure that plan can effectively to carry out. iii) Well prepare and keep providing adequate documentation work to record and keep checking the management progress in the work place. iv) Well design the emergency system plans for special situation and keep it system into critical precedence. 2.4.5 Measuring This is a process for checking the management system performance to against legal standard to let them know where has potential risk need to control and improve. Furthermore to let them know which objective can fulfill the objective or not. In this measuring part, this part will derive the feedback system for this stage for system development and implementation and then to enhance ability of the system maintain to reduce the risk and continues keep it efficiency. Following this stage, the proprietor of an industrial field is needed: i) to implement the monitoring review, such as, hardware inspections (for example : machine, plant and building) and software inspections (such as : human, working process and working system), ii) Especially for supervisors, team leader have responsibilities to compactly monitor the performance of the safety and health management system iii) To implement the monitoring of the potential hazard management control, such as supervise of occupational accident, health display demonstrator and near misses. iv) To make decision for the immediate situation of performance and classify the potential causes and to involve for the system design and system operation of the safety and health management. v) To correct whichever situation identified during in the monitoring and checking process. vi) During the observation procedure to develop and carrying out status to continuously to get the opinion information to improve the safety and health management system in working operation. 2.4.6 Reviewing These mean to implement to estimate performance in regular monitoring of safety and health management system. Auditing is construct the feedback systeminto planning stage which to enhance, maintain and establish more effectively to prevent the risk occurs. In addition, the information sharing and flowing into the planning, developing implementing and maintenance stages. In the other hand, reviewing stage also can make sure that working process be correct of the safety and health management system. Following this reviewing stage, the employer of warehouse field is needed: i) To periodic a safety auditor or safety officer to regularly present safety audits review with sections 13 or 19 of the Safety Management Regulation. ii) To setup facilities, safety information for the safety officer review proposes of safety regular evaluate according sections 14 or 20 of the Safety Management Regulation iii) When safety review assessment hand-in to take the appropriate action, such as design the safety and management plan improvement and carrying out the management system in sections 16 and 22 iv) Regularly to receive the opinion information from the safety assessment and audit for modify the planning, developing, organizing and implementing stages to step by step to improve the safety and health management system in working procedure. Safety and Health management system model can be diagram summarized for the following: Management model to develop, implement and maintain a safety management system Fig.4 Safety and Health Management Structure Model Legend Information Link Control Link Chapter Three System Design In chapter three will show my possible system design. Firstly to collect the real data, make some case analysis and use simulation software to simulate the cause of accident. The method will show in this following chapter. 3.1 SAFETY CONCEPT The purpose of this section to make a basic introduction of the safety system concept and indicate some methods by different potential hazard can be produce. This is very important for the system users and system maker of the safety simulation to clearly know the concept of safety and expect which type of risks are show in the simulation. As you know, there are no fully dependable way to prevent hazard during the working process of safety and health system. Safety concepts difficult for each people fully understand. But we can also say liberty for working place situation can make body damage, death, tools and equipment damage. So we try to develop the safety system to make safe completely, but sometime design safety system is need to concede system performance and function for some design change. If we following to apply the system into warehouse, the safety system to be effective, but the system are also have some remnants of risk can need accept. After that will be have more interrelate with external condition, then the remnants if risk will need to keep going to solve from safety system. It reminds that no any system can fully to prevent all the risk from safety system, no matter what the system is really outstanding can manage external condition and worker actions are also cannot perfectly to reduce all accident in warehouse. On the other hand, if insert too many of safety characteristic into safety system may be affect the original goal for the warehouse. The level of safety function is needed to concede based on the level of accident. The potential hazard caused by the people, tools and equipment and working condition are mixed together to make a possible to occur. Such as, a potential hazard apply in normal procedure, but the working area are existing a number of worker will cause high hazard for the worker. 3.2 System design lay out Fig 5 The Safety System In this warehouse environment, this is mixed system that includes people, working process, workplace, and product. There also are important criteria for this process. That complicated system is involving high frequency of interaction with external working environment. This system can apply into different way of workplace to define number of potential risk. Contrarily, we can apply the result and data to demonstrate and analysis the number of potential hazards. Then apply this system to prevent and reduce the high potential risk. 3.3 Basic Accident Mode Accident is an unexpected event during in working process that also causes unexpectable damage for worker, destroy the production process, and may be loss the life during the process. Furthermore, we find that result basically in control mechanisms, potential hazards, working exposure and beginning of implementation, that following long chain criteria to from accident. In unsophisticated way can define that has potential hazard situation, then to start implement the event, that following the event order to acquire the result form accident. In real situation, that potential risk is existing, but we can control by a number of confirmative control mechanisms. Fig 6 Basic Accident Mode In the accident model way the accident appears in accident model way, this means the control mechanisms are failure. The model of Basic Accident had shown in Fig 6. Later will present more complicated model with number of accident chains with different potential risk situation to pass through and number of control mechanisms by passed when the accident appear. There is the complicated model to show in basic accident mode and try to indicate the point during into the number of effect in accident control to analysis to prevent the chance of accident appearing. Fig 7 Loop of Accident Feedback Figure 7 present the loops of feedback and identify what is suitable way to manage the safety and health system. After we receiving this opinion and according this follows mechanisms to classify for the information system for safety purpose. And each criteria insert into accident chain and is a chance to indicated the potential risk, reported the accident details and apply the control mechanisms to reduce the unsafe and potential hazard. The function of loop A is provide the minimum requisition for safety system and construct the accident reports to show the details and unwanted incidents. But this posting may not actually to prevent in the initial accident and not sometime to make a good effect to avoid the accidents occur in the future for insert into the statistical analysis to solve the system of safety and health management issue. The loop B is normally lower frequency to carry out and open-heart and regularly to report of dangerous acts. There are the precursors for the accident, Loop B can assign for the safety control. Loop C and Loop D are commonly more operative and apply for the proactive safety and health management and for classify potential hazard circumstances in the early status during in the chain. That following significant concept is suitable for simulation condition, and partly cause for technical accidents. Two important fail identification applied in active and latent in the basic concept in this model. Beginning the design, establish and operate the safety and health simulation system. A. There is meaning of the mistake or to contravene will have contrary effect immediately. These active failures are normally to relate into the worker activity during in the safety and health management system. These modes of active failures are not famous to apply into the system during into decision making in not approval. B. On the other hand, there is some decision-making and some operation which to make the condition without immediate reaction. They create this condition will to hibernate in long period of time till to touch off the action when the accident to appear. These means the latent failures are famous able to apply for the system from the operator to take out from the operation immediately. 3.4 Potential Hazard management and control flow When a number of risk and hazard occur can be to calculate for reduce, prevent and easily to control. Figure 8 plates in a risk identify method process. It clearly to show that can fully satisfy the requirement to reduce and prevent the hazard appears from the system design, but if cannot satisfy for different criteria to manage the potential hazard. There are following ways had be provide, provide the system training for the system users and setting the warning system for notice the users. Fig 8 Hazard preventable Flowchart However, if can classify the potential risk can be maximize to eliminated and to spread the possibility for long remain. These can transfer the remnant risk to safety and health system operator for control. Fig 9 Change of Remnant and Unclassified hazard As shown the diagram 9, the remnant risks are mixed into classified hazard which to consider that acceptable. Then the cognitive risks are transfer to users, they indicate for them to manage the document and link up to users. 3.5 Criteria FOR SIMULATION SAFETY This is a large size of safety and health guideline for applies into the simulation area. a) The judgements and care the safety and health simulation by authorized people. b) Provide safety support and safety advice in working place and other working area. c) Through latent and active failures to introduce in the comprehensive condition. d) Comprehensive working environments can advise their working area have owned potential risk as simulation the sickness and prevent the negative training. e) Need to mention the software and resources to reapply for new system and other new working objective. f) When issue the simulation need to concern the backgrounds of workers can select their different safety attitudes and standards, and safety technique level. It can prevent the hazards during the safety simulation system. Fig 10 Life Cycle System The capability system can operated and progress through the life cycle and therefore included five phases. This process in the beginning stage for classify from new capability and obtain from proceeds, services support. Then the safety simulation needs to concern the life cycle for system complete. Under the safety and health system are need to prepare the life cycle of the simulation system. 3.6 Key of Safety control The simulation life cycle are processing are involved a number of tasks. When processing the system is need to planning in the beginning stage for test and analysis activities. Apply this safety and health management system is demand to passing through all existing stage of simulation life cycle. Furthermore, also have number of safety and health management activities are also involve for different phase of a life cycle system are shown in Fig 10. And detail define total safety and health management events are need to documented information, and involve a number of management activities are applying independently. Then will applied in unfailingly method is passing through to organization. Following the pre-determined planing of the safety and management activities to present the systematic format. Fig 11 Safety Activity for each Life Cycle stage Safety Activity to be involved the Life Cycle stage Stage 0 Stage 1 Sage 2

In-place Pile Foundation for a Tower-building Project

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

Symbolism and Allegory in Hawthornes Young Goodman Brown :: Young Goodman Brown YGB

Symbolism and Allegory in Hawthorne's Young Goodman Brown Symbolism, something that figuratively represents something else, is prominent in many literary works. One piece of literature that stands out as a perfect example of symbolism is Nathaniel Hawthorne's "Young Goodman Brown." This story is completely symbolic, and provides a good example of an allegory, or a story in which concrete items or characters represent abstract ideas. Hawthorne uses both objects and people as symbols to better support the allegorical tones throughout "Young Goodman Brown." Nathaniel Hawthorne uses different people as symbols throughout "Young Goodman Brown." The largest symbolic roles in the story are goodman Brown and his wife Faith. Both of the characters' names are symbolic and representative of their personalities. "'With Heaven above and Faith below, I will stand firm against the devil!' cried goodman Brown," is just one of many quotes that directly relates goodman Brown's personality with his name (189). Goodman Brown is truly a good man. Faith, goodman Brown's wife, also has a name that is indicative of her nature. The story directly supports this point in the phrase "Faith, as the wife was aptly named . . . " (184). Faith is persistent in trying to keep goodman Brown off the path of sin in the first part of the story: " . . . pr'y thee, put off your journey until sunrise, and sleep in your own bed to-night" (184). Hawthorne does an excellent job of turning the main characters into symbols that are prominent throughout the story. Nathaniel Hawthorne also uses different objects in the story as symbols. One of these is the staff of the devil : "But the only thing about him, that could be fixed upon as remarkable, was his staff, which bore the likeness of a great black snake . . ." (185). This symbol shows the reader the evil that is involved with the devil character because the serpent is an archetype of the devil, or some sort of evil, which is prominent in many different cultures. Another object Hawthorne uses as a recurring symbol is the pink ribbon. The pink ribbon symbolizes the purity and innocence involved with Faith. "And Faith . . . thrust her own pretty had into the street, letting the wind play with the pink ribbons in her cap," is a great example of how Hawthorne correlates Faith with the pink ribbons of innocence (184).

Robert Hutchins Goddard :: biographies biography bio

Many of the the most important features of modern rockets, missiles, and even spacecraft use the principles pioneered by Dr. Robert Goddard. Before his work, many people didn't even believe thrust could propel a rocket in a vacuum and, because of this, he was ridiculed by the New York Times when he proposed that space travel with rockets was possible4. When he tried to tell the U.S. Army about the possibility of the Germans using rockets as weapons just before World War II, he was rebuffed. What he had warned became a reality however, when German V-2 rockets hit London. After the war was over, German scientists admitted that much of the design for the V-2 had been taken from Goddard's patents, which were publicly available4. Even though many people didn't take his work seriously, this didn't deter Goddard from the work he loved. He always kept working to advance rocketry, which he believed someday would be the means to travel into space. From his early experiments of measuring the thrust of solid fuel rocket engines on a bench with a ballistic pendulum3, to his last experiments with liquid fuel powered rockets that were over 20 feet long and traveled to altitudes of 9000 feet1, he forged the means to the space age. Before him, rocketry was relatively dead, while after him it was at the forefront of scientific research. Unlike when he first started his work, Dr. Goddard is now recognized for the important role he had in the fields of rocketry and liquid fuel propulsion. He is now known as the father of modern rocketry5. NASA's Goddard Space Flight Center in Maryland is named after him. He recently was named one of the 100 most important people of the 20th century by Time magazine4. In 1969, the New York Times even printed a piece acknowledging that Goddard had indeed been correct about thrust working in a vacuum. Robert Goddard's achievements 1,2 * First to explore mathematically the practicality of using rocket propulsion to reach high altitudes and even the moon (1912) * Received first U.S. patent in the idea of a multi-stage rocket (1914) * Proved, by actual test, that a rocket will work in a vacuum (1915)

Therapsids :: Biology Essays Research Papers

The Amazing Cheesy Adventures of Professor Sanderson's Paleobiology Class! Part 1: Therapsids I hope you guys have as much fun reading this as I did writing it. ^_^ *** The Amazing Cheesy Adventures of Professor Sanderson's Paleobiology Class! Investigation 1: Where did mammals come from? Or: Therapsids! ** Professor Sanderson's class was popular. Partly this was because he was a well-meaning psyinstructor; the images he crafted were neat, cohesive, and usually entertaining. Mainly, though, it was because he was a young male teacher at an all-girls' college, who had the fortune to resemble Jai from "Queer Eye For the Straight Guy." These two factors led to an unnaturally high enrollment in Paleobiology 101. No less than fifty-two girls sat chittering in the classroom before he appeared each day, punctually, at 10 a.m. Most were more intrigued by *his* anatomy than that of the long-dead tetrapods to which he devoted his lectures. Today's attendance was especially high. It was a Field Trip day. The term wasn't literal. There was no trip involved---simply the students closing their eyes and falling into the trance-like state from which the professor led their excursions. There, in the collective canvass of their psyches, he would build that day's lesson, sculpting visceral images from his expansive knowledge of biology and his even more expansive creativity. Today's lesson was mammalian origins. "Where do we come from?" he had asked, by way of preamble. "We all know the basic answer, or think we do. Apes, right? And apes from primates, and primates from mammals, all well and good. But where do mammals come from? I mean, what did mammals evolve from, and what were the major evolutionary steps they took to get there? Doesn't that sound fascinating? " The class eyed him warily. A few actually listened. The rest swooned. "Today we're going to try and explore that question. If you'll all take out your textbooks, flip to page 137, lean back, orient your touchpads, and close your eyes..." he waited while the actions were performed. "We'll be going to the Permian. That's the time right before the Triassic period, which started the age of the dinosaurs. It's approximately 300 million years in the past." (1) He briefly surveyed the class, then looked thoughtful for a moment. "Wait. I guess I should give you a little background first," he relented. "The main thing we're going to see today is a group of animals called the therapsids.

My Last Duchess Analysis Essay

The speaker can be seen as both a villain and lover of great art, but which is his true identity? In â€Å"My Last Duchess†, the duke’s deplorable wickedness makes the split between moral judgment and our actual feeling for him especially apparent. The effect created by the tension between sympathy and judgment is a striking characteristic of dramatic monologues. Throughout the poem, the Duke’s poise and wonderful taste for art makes the reader take on a sympathetic attitude toward the Duke. When the Duke shows his power and desire to control, however, we begin to question the Duke’s character and judge his motives. The way the reader perceives the Duke changes the reader’s perspective on the poem and situation of the Duke, yet Browning’s reasoning for doing this is inconclusive. Upon first reading, the poem struck us as if we should have some sort of sympathy for the Duke due to his truly genuine admiration towards his pieces of art, â€Å"I call/That piece a wonder, now: Fr Pandolf’s hands/Worked busily a day, and there she stands† (lines 2-4). We see how insanely egotistical the Duke is in lines 32-35, â€Å"as if she ranked/My gift of a nine-hundred-years-old name/With anybody’s gift. Who’d stoop to blame/This sort of trifling? †, yet we cannot help but admire him. His flawless manner, impeccable taste, and admiration for the arts come together to astound both the envoy and us. The Duke describes the portrait in great detail and emphasizes the ease and intensity in which it was painted, â€Å"depth and passion of its earnest glance† (line 8). Only someone who sincerely admires such great work would be able to tell the nuances in stroke of the painting itself. As the poem progresses, we increasingly learn more about the Duke. We begin to understand the thoughts, feelings, and potential motives of the Duke which give the reader a sense of sympathy for him, â€Å"Oh sir, she smiled, no doubt/,Whene’er I passed her; but who passed without/Much the same smile? † (lines 43-45). The more one gets to know a person, the more one relates to him or her; this is exactly what happens in the poem. The Duke increasingly tells the reader about his life and situation, and the reader feels as if he or she understands him more and more. The Duke explains how he felt as if he was not special to the Duchess. He felt as if she saw him as any other man, â€Å"She thanked men,—good! but thanked/Somehow—I know not how† (line 31-32). As we come to the ending of the poem for the first time, the reader feels nothing but sympathy and understanding for the Duke, but in the very last line, â€Å"Which Claus of Innsbruck cast in bronze for me! † we are struck by the spite hidden in his last statement. While on his way back to the party with the envoy, the Duke points out the statue of Neptune. This is just one of the many references the Duke makes that portrays his love for always being in control. After reminding the envoy of how his new bride shall be his own, â€Å"Though his fair daughter’s self, as I avowed/At starting, is my object. † (line 52-53), the envoy tries to get away from the situation in which the Duke has put him. But, rather than letting the envoy leave, for this would disrupt the Duke’s power of control, the Duke insists that they return to the party together, â€Å"Will’t please you rise? We’ll meet/The company below, then. † (Lines 47-48). While on the way back to the party, the Duke points out the bronze statue of Neptune as his leaving remark. It is no coincidence that the last piece of art the Duke refers to is that of Neptune, God of the Seas, controlling a seahorse. As if the Duke had not already pushed his need to control onto the envoy, the Duke completes the poem by leaving the envoy with a last â€Å"hint† of what control the Duke thrives off of. The overwhelming sense of control that the Duke presents especially when he states, â€Å"I gave commands; Then all smiles stopped together† (lines 45-46), causes the reader to suspend moral judgment upon the Duke. Having the Duchess as a painting instead of a person, appeases the Duke’s desire to control. The Duke explains how he felt as if he did not have proper control over her when she was alive, but now that he has her in a painting, controlling her is easily done, â€Å"This grew; I gave commands;/Then all smiles stopped together. There she stands/As if alive. † (lines 45-47). She is trapped in the frame of the painting, underneath the curtain that only he can draw. When the Duke begins to describe how unpleased he was that the Duchess was, â€Å"too soon made glad† (line 22), we begin to question what really happened to the Duchess. The Duke even indicates the relative subordination of the Duchess to himself throughout the poem, confirming his need to control, â€Å"and if she let/Herself be lessoned so, nor plainly set/Her wits to yours, forsooth, and made excuse,/—E’en then would be some stooping; and I choose/Never to stoop. † (lines 39-43). We judge the Duke because we prefer to participate in his power-ridden manifestation that he exhibits to the envoy. The Duke even allows himself to assure that the new bride herself, not the dowry, is of course his object, â€Å"Though his fair daughter’s self, as I avowed/At starting, is my object. (line 52-53). Here, one side of the Duke’s nature is taken to its furthest limit. The need to judge the Duke is taken into full consideration when we see how controlling yet put together the Duke seems to be. The reader is constantly torn between feeling sympathy for a true lover of the arts or judging a villain who killed his own wife. One can see how Browning leaves the poem with many ambiguous points, causing the reader to interpret the meaning of a situation. Browning writes the poem in this way in order to make us relate to the Duke. Throughout the poem, the reader can see how the Duke values aspects of his life that he can control. The Duke continuously wants control over his women, art, and nearly everything else in his life. By leaving uncertainty in the poem, Browning leaves us wanting to fill in the blanks, essentially controlling parts of the poem and even the outcome. The major scene in which Browning does this in the very beginning of the poem, â€Å"That’s my last Duchess painted on the wall,/Looking as if she were alive. † (lines 1-2). By simply including the word â€Å"looking†, Browning leaves the reader in question. Is she â€Å"looking† as if she were alive because she is no longer alive? And if so, what happened to her? Did someone kill her? Who killed her? Did the Duke kill her? Did he kill her because she never saw him as anything better than they men she met every day? Or, is she â€Å"looking† as if she were alive because the painting is so amazing? Is he just admiring the realism that Fr Pandolf portrayed in the portrait of the Duchess? These are just some questions that reader may imagine with the vagueness that Browning implements throughout the poem, leaving the reader to interpret the Duke’s situation however they like. Browning’s monologues plunge the reader into a world where every statement must be taken with a grain of salt. None of the Duke’s statements are considered trustworthy; therefore, we are continuously on guard, ready to protect ourselves and more importantly our moral sense. The Duke could even be considered somewhat of a liar. However, we do realize that the Duke often attempts to stretch the truth and use his words to alter his listeners’ perception of and attitude towards certain things, most notably the speaker himself. This style of writing allows for the speaker to have a certain amount of control over the language of the story as well as the world that the speaker presents in the story. Although this is true, there is always some disruptive force that can potentially torment the speaker’s purposes, ultimately transforming the life of the story.

Mitch Albom’s Altered View of Life

After Mitch graduated from college, he headed for New York to start working on his dream of being a renowned musician of which he later discovered of failing for the first time in his life. When he lost his favorite uncle to pancreatic cancer, he realized how valuable time is and decided to get a master’s degree in journalism instead of pursuing a career in music. He became a sports writer then became a man driven by career and ambition. He later on became successful that he wrote for sports books, did radio shows and appeared recurrently on TV until he saw his old friend who was also his favorite professor in college, Morrie Schwartz, on TV.   He learned that Morrie had amyotrophic lateral sclerosis (ALS) which has no cure. When he decided to visit Morrie after so many years of not seeing him, it became a regular weekly meeting for them every Tuesday, talking about life, from which Mitch learned a different perspective, a different view. Morrie told him, â€Å"Dying is only one thing to be sad over Mitch.   Living unhappily is something else.†Ã‚   Morrie also said that people become mean only when they are threatened which is what our culture does then they start looking out only for themselves and make money their god. Morrie made him realize how he has been giving more priority to his work instead of starting a family with his wife Janine.     Mitch realized that he really did need to invest in the human family and in people as what Morrie advised him.   Morrie showed him how to courageously face things in life even on the verge of death.   Having the last few weeks of Morrie’s life spent with him taught Mitch so many things that he would always hold dear. Mitch learned what mistakes to avoid, what to look out for, when to pay attention to his loved ones and hear them as if it were for the last time.   Morrie also made him understand that there is no such thing as â€Å"too late† for anything in this life. WORKS CITED Albom, Mitch. Tuesdays with Morrie. New York: Doubleday,1997