Methods Of Data Gathering Social Work Essay Example

Techniques For Data Gathering Social Work Essay Seeing how the develop of grown-up females s approval is deciphered and executed on the land in Burundi nowadayss numerous difficulties, in divide on the grounds that the build is so wide. There are a figure of associations in Burundi that guarantee to propel grown-up females s strengthening including: Action Aid, CAFOB ( Collectif des Associations et ONGs Feminines du Burundi ) , ADDF ( Association pour La Defense des Droits de la Femme ) , CDF ( Center de Developpement Familial ) and Dushirehamwe. Given my reappraisal of the writing on sex and improvement, grown-up females s approval and miniaturized scale fund, I was keen on occurring out how natural, rural and small scale money concerns were consolidated in explicit endeavors, and the particular difficulties that such endeavors present for grown-up females in Burundi, NGO staff, specialists functionaries and for current hypotheses of sex and advancement. In footings of methodological investigation, I received an occasion study assault. Because of both constrained clasp in the field and my positionality as a representative of one NGO - Floresta in Rutana, Burundi chipping away at grown-up females s approval. This has added to my insight of these issues by covering with those difficulties. The occurrence overview is a significant strategy as it permits research laborers to hold the all encompassing and important highlights of the genuine occasions ( Yin 2009:4 ) . Be that as it may, trusting on occasion surveies for research despite everything stays a test in the cultural logical controls in light of the fact that the occurrence surveies utilize various beginnings of grounds. My point of convergence on Floresta helped me see how grown-up females s approval is comprehended and rehearsed in Rutana Province, answering the first of my examination requests. The sub-questions mainly focus on how Floresta characterizes the develop of grown-up females s approval and what are the variables related with grown-up females s approval in the rustic Burundi nation ( Rutana ) . The sub-questions are connected to my central request since grown-up females ( donees of Floresta Project ) and the association s ain readings of grown-up females s approval were utilized to determine the develop. I had the option to chat with the caput of sexual orientation plans in specialists to more readily see how the Ministry of Gender Promotion characterized the build of grown-up females s approval. Strangely, the specialists s meaning of strengthening relates incredibly to political commitment, by and by, numerous grown-up females have non even had the option to go to class and are husbandmans ( 70 % ) . 4.2 Choice of Floresta as an occurrence review We will compose a custom exposition test on Methods Of Data Gathering Social Work explicitly for you for just $16.38 $13.9/page Request now We will compose a custom paper test on Methods Of Data Gathering Social Work explicitly for you FOR ONLY $16.38 $13.9/page Recruit Writer We will compose a custom paper test on Methods Of Data Gathering Social Work explicitly for you FOR ONLY $16.38 $13.9/page Recruit Writer As a resident of Burundi, this subject is of exceptional significance to me, and presents an opportunity for me to divide with the peruser the country twenty-four hours life of grown-up females in Rutana. At the point when I finish my college surveies, I will come back to all day work with Floresta ; as I worked at that place prior. The benefits of working with this association for my exploration are many, including simple dish to paperss and examines and my colleague with the staff for beging interviews. The disservice of picking Floresta as an occurrence overview incorporate issues of being exorbitantly impacted by the association s position of advancement as a result of holding worked there and the activity of provincial grown-up females respondents cognizing that I work with Floresta and along these lines providing reactions that they think will charm the association. Different difficulties incorporate the detachment of some grown-up females as a result of their bustling plans. I revealed twice a gathering with one of the affiliations. My meetings with country grown-up females were directed in Kirundi and my meetings with NGO/affiliations, Floresta staff and others were in French. Interpretation from Kirundi to English and from French to English was contesting. 4.3. Foundation of Floresta Floresta is the solitary NGO in Rutana that utilizes a fuse exercises assault ( joining agribusiness with a microcredit plan ) . Floresta has been at the administration of networks since 1984 in the Dominican Republic and stretched out its administrations to different states including Haiti, Mexico, Tanzania, Thailand, and Burundi. The mission of Floresta, as a Christian non-benefit association, is to change by inversion deforestation and poverty known to mankind, by changing the lives of the rustic hapless. Through guidance, Floresta creates networks by elevating hapless husbandmans to take responsibility for ain occupations, and gives them the confirmation to utilize arrangements. Propelled agribusiness and ranger service frameworks empower provincial husbandmans to do the most ideal use of the assets that they as of now have . ( Floresta Burundi, Annual Rapport 2009 ) . Floresta Teachs and advances agro ranger service, re-afforestation, earth protection, and a large group of other reasonable procedures. Besides, through network credits, Floresta causes individuals to come on past exposed means, each piece great as to broaden humble community monetary frameworks as the most solid way to battle poverty. In October 2008, Floresta Burundi was authoritatively enrolled in Burundi as a national NGO under no. 530/1076 of 22nd October 2008. The Board of Directors, comprised of 7 individuals ( 3 grown-up females and 4 work powers ) was framed. Staff enrolling and an office were formally opened in Rutana in November 2008. Floresta was enrolled with the Ministry of Finance for Professional income upgrade ( IPR ) under no. 2636164022 and with National Social Security ( INSS ) under no 100861. Floresta mediated in five states ( Rutana, Bururi, Makamba, Bujumbura country and Bubanza ) out of 17 in Rutana, in five out of six collectives ( Rutana, Giharo, Bukemba, Gitanga and Musongati ) . ( Ibid.2009:3 ) Second, I center my exploration around country grown-up females in the Floresta s relationship in Rutana Province ( South of Burundi ) in light of the fact that the vast majority of the individuals are returnees and displaced people originating from Tanzania and the mass were grown-up females. Strife related power influenced physical, mental, financial, cultural, and social states of both work powers and grown-up females. Womans were unconventionally influenced by sexual power, the loss of their children and hubbies, replacing into cantonments for exiles, and dislodged people, and in some cases constrained into military. The immediate and aberrant power prompted a wide exhibit of negative impacts, for example, disparagement of survivors of colza, who contracted sexual transmitted illnesses ( HIV/AIDS ) , endured undesirable incubations. These employments are irritated by the male centric arrangement of Burundian culture and the nonappearance of equivalent area and activities to go to them. A widow can non have assets that initially had a place with the family unit of her snoozing hubby. This is exacerbated by Torahs, particularly refering land possession, disfavoring grown-up females in regard to legacy rights. Guide 1.1 Guide of Burundi turn uping states where Floresta is being actualized Starting: Adapted by the exploration specialist 4.4 Methods of informations array The data for this review was gathered during a seven-week field visit to Burundi that took topographic point from the fourteenth of July to the 27th of August in 2012. My investigation centers around four collectives: Giharo and Gitanga ( old organizations with Floresta ) , Musongati and Bukemba ( late associations with Floresta ) . These cooperatives divide comparative issues of monetary introduction, supplement instability, and the vilification of grown-up females, power, and sexual orientation disparity. I talked with 29 cardinal donees engaged with grown-up females s approval. In add-on to taking an occurrence overview assault, I utilized subjective strategies to get data from an extent of beginnings. 4.4.1. Information collection methods This examination utilized a subjective assault, using semi-organized meetings, point of convergence gatherings, and perception. I utilized a subjective assault to break down the connections between provincial grown-up females s position and Floresta s exercises. Auxiliary stuffs Auxiliary informations, for example, papers and inner notices in Floresta were useful for this endeavor since they permitted the exploration specialist an insider s position in the association. Essential exploration with individuals: The class of respondents that were applicable to my examination incorporates: Different NGOs that advance grown-up females s approval Staff from the Ministry of Gender Promotion Floresta staff Womans donees Agents from the commonplace Department of Agriculture and Livestock Agents of the miniaturized scale credit methodology Essential data was gathered in two phases ; the principal visit was utilized to reach and structure cardinal hotspots for the meetings and concentrate gathering. In footings of examination subjects, I isolated them orchestrating to their capacities and such requests that I trusted that they would answer. While each gathering of histrions illuminates the develops, plans, and examples of grown-up females s approval, their activities, requests, and contributions vary from one another. In particular, I talked with 12 grown-up females, including NGO individuals ( 5 ) , specialists ( 1 ) , agribusiness and Microfinance segments agents ( 2 ) , Floresta staff ( 6 ) , the Governor of Rutana Province ( 1 ) and the staff in the Provincial area of agribusiness and livestock in the state to comprehend and turn up their positions and examples around the build of grown-up females s approval. Meetings The exploration meet depends on a convers

Risk Management Essay Example for Free

Hazard Management Essay This is a report from an individual from the account, review and hazard the executives (FARM) Committee. I am presently the associate chief of the leader store in Queen Street, Brisbane, and have been allowed the chance to deal with the new store in Toowoomba. There are some data about the hazard oversee of the new store. a. Extension: MacVille perceives that hazard the board is a fundamental part of good administration practice and is focused on guaranteeing the usage of hazard the board forms that emphasis on the proactive administration of dangers over the association. MacVille is focused on accomplishing its vision, business goals and quality targets by the proactive administration of hazard at all degrees of the association. b. Objectives: MacVille plans to convey our esteemed clients the absolute best bistro going experience. In three years, the business will have set up a nearness over the Queensland and NSW, with the opening of extra bistros. c. Investigation: to completely recognize dangers, we should look at the outside condition encompassing an association. This incorporates the political, monetary, social, legitimate, and innovative components influencing the business. d. Research: As a feature of their general technique in the Australian drink showcase, MacVille Pty Ltd have built up a chain of bistros in the Central Business District (CBD) of Brisbane, Queensland and the CBD of Sydney, NSW. The top managerial staff has settled on the choice to extend their activities in Queensland with the buy and re-marking of the current Hurley’s bistro in Toowoomba, 130km west of Brisbane. e. Portray: By method of foundation, MacVille has consented to utilize all current staff on a quarter of a year probation. The present manager James Mansfield, has been offered the situation of second in control and he has acknowledged. While settlement on the acquisition of the business isn't for an additional couple of weeks, the merchant has consented to allow us full access to the store’s operational procedures and store data. I will liaise week by week with the Finance, Audit and Risk Management (FARM) Committee here at head office concerning the showcasing, fund and store the executives capacities that you are examining. I will set up a normal gathering for you. Administrative center has a report on a comparable development directed by the NSW group and I trust you may help me in my exploration. You may need to survey other measurable data and connect with masters to assist you with your examination. The lawful firm Goldsmith Partners are exhorting MacVille on the Hurley bistro securing and would be accessible to assist you with lawful or any consistence issues. The proprietor of the shop in Toowoomba, Ron Langford, is additionally a neighborhood councilor and has offered his help with getting built up in Toowoomba. He has offered his email address for correspondence.

Cellphones Play Important Roles in Communication free essay sample

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Facts, Fiction and Ielts Academic Essay Samples Band 9 Pdf

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Design and propose cast in-place pile foundation for a tower-building project - Free Essay Example

Sample details Pages: 34 Words: 10200 Downloads: 10 Date added: 2017/06/26 Category Statistics Essay Did you like this example? 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. 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). Don’t waste time! Our writers will create an original "Design and propose cast in-place pile foundation for a tower-building project" essay for you Create order 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 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). 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. 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 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 . tan Ui = rxi = Pi = k . r xi . is a small angle tan (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 . rxi = k . r2xi = = Mxi = From previous equation, Mz = 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 : CHAPTER 4 4 Load on Pile 4.1 Introduction 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) 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 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) A) Pile Group Consist Of Only Vertical Piles. B) Pile Group Consist Of Both Vertical And Raking Piles C) Symmetrically Arranged Vertical And Raking Piles (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. 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 a over the surface area of the shaft. a = Ca + n tan a Where: n = Ks v a = Ca + KS v tana where: p = pile perimeter L = pile length = 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 = reduction factor relating to, quc as shown in Figure 5.1b = 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 factor is unity in all cases for the Horvarth and the Rosenberg and Journeaux curves. It should also be noted that the 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 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: RQD (%) Fracture Frequency Per metre Mass Factor j 0 25 15 0.2 25 50 15 8 0.2 50 75 8 5 0.2 0.5 75 90 5 1 0.5 0.8 90 100 1 0.8 1 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 qu Type of Rock MN / m2 lb / in2 Sandstone 70 140 10.000 20.000 Limestone 105 210 15.000 30.000 Shale 35 70 5000 10.000 Granite 140 210 20.000 30.000 Marble 60 70 8500 10.000 Table 5.2a Type of Rock Angle of Friction (deg) Sandstone 27 45 Limestone 30 40 Shale 10 20 Granite 40 50 Marble 25 30 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 (Vesics Method) A number of settlement analysis methods for single piles are available. These methods may be broadly classified into three categories: Elastic continuum methods Loadtransfer 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 loadtransfer 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 loadtransfer method (McVay et al. 1989) implemented in program FB-Pier (BSI 2003). In Vesics 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 + Qs)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 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 = 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 is Poissons ratio Ib is an influence factor, generally Ib = 0.85 S3 = (Qs / pL) (D / Ess) (1 2) 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 Vesics method, both Qb and Qs are required. In this report, Qb and Qs are obtained using two methods. In the first method (Vesics method I), these two loads are determined from a nonlinear loadtransfer method, which will be introduced later. In the second method (Vesics 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 loadtransfer 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, ro2 = rb2 = Dh, h is the depth of the pile cross-section) G = 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. = Gave/GL, Gave is the average shear modulus of the soil along the pile shaft p is the pile stiffness ratio p = Ep / GL; = ln{[0.25 +(2.5(1 v) 0.25) G] L/r0}; 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 3p1/2, 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 loadtransfer method implemented in FB-Pier, the axial Z curve for modelling the pilesoil interaction along the pile is given as (McVay et al. 1989) At the intended design load At twice the design load or the failure load Piles founded in soil 0.19 0.32 Piles founded on rock 0.53 0.63 (Table 5a) Where: = r0 0 / f, 0 is the shear stress being transferred to the soil for a given settlement Z. f is the ultimate shear stress transferred to the soil. rm is the radius out from the pile shaft where axial loading effects on soil are negligible, assumed to be the pile length times (one minus the soils Poissons ratio). Times the ratio of the soils shear modulus at the pile center to the value at the pile toe. Gis is the initial shear modulus of the soil along the pile shaft. The nonlinear QZ relationship for the pile toe is given as (McVay et al. 1989). Where Qf is the ultimate toe resistance and Gib is the initial shear modulus of the soil at the pile toe. CHAPTER 7 7 Analysis of Pile Loads and Pile Caps 7.1 Rigid Pile Cap N = combined vertical load on pile cap unfactored Mx = combined moment about x x unfactored My = combined moment about y y unfactored (Figure 6.1a Loads and eccentricity on pile cap) (Figure 6.1b Plan views of pile cap and eccentricity on pile cap) Hx = combined horizontal load on pile cap unfactored in the x x direction Hy = combined horizontal load on pile cap unfactored in y y direction ex = eccentricity of N from CG of pile group in x x direction ey = eccentricity of N from CG of pile group in y y direction ehx = eccentricity of Hy from CG of pile group in x x direction ehy = eccentricity of Hx from CG of pile group in y y direction h = depth of pile cap 7.1.1 Loads on pile group P = vertical load on pile group = N + weight of pile cap + weight of backfill on pile cap + surcharge on backfill. Mxx = moment about x x on pile grup = Mx + Ney + Hyh + Mx Myy = moment about y y on pile group = My + Nex + Hxh + Mx (Figure 6.1c Typical pile foundation showing CG of groups and coordinates of piles) Where Mx and My are moments with respect to CG of pile group due to eccentric surcharge on backfill or pile cap. T = torsion on pile group = Hxehy + Hyehx Ixx = y2 about x x axis passing through CG of pile group. Iyy = x2 about y y axis passing through CG of pile group. Iz = Ixx + Iyy R = number of piles in group. Vertical load on a pile = Horizontal load on any pile = resultant of and 7.1.2 Sign convention Vertical loads: downwards positive Torsion on pile group: clockwise positive Moments on pile group: clockwise positive +ve Mxx produced compression in piles which have +ve y ordinates. +ve Myy produces compressiion in piles which have +ve x ordinates. Hx is positive in direction of increasing x in positive direction. Hy is positive in direction of increasing y in positive direction. Eccentricities are +ve for +ve x and +ve for +ve y. (Figure 6.1.2 Critical sections for bending moment in a pile cap) 7.1.3 Reinforcement area in pile cap M = bending moment as found in 6.1.1 at ultimate limit state K = Where : fcu = concrete characteristic cube strength at 28 days b = width of section over which moment acts d = effective depth to tension reinforcement If K is greater than 0.156, increase depth of pile cap. Ast = Distribute this area of reinforcement uniformly across the section. Note: The effective depth to tension reinforcement will be different in the two orthogonal directions. 7.1.4 Shear Stress in Pile Cap (Figure 6.1.4a Critical section for checking shear stress in pile cap) The critical section for checking shear stress in a pile cap is /5 into the pile. All piles with centres outside this line should be considered for calculating shear across this section in pile cap. For shear enhancement, av is from face to column to this critical section. No enhancement of shear 3 then enhancement of shear should be applied only on strips of width 3. The rest of the section will be limited to unenhanced shear stress. or enhanced vc1 if applicable. Where: P = sum of all pile reactions at ultimate loading on left of section. B = width of pile cap at critical section. d = average effective depth at critical section. (Figure 6.1.4b zones of enhanced shear stress on critical section) Shear capacity of section should be greater than or equal to applied shear. Ultimate limit state analysis result should be used for checking shear capacity. 7.1.5 Punching shear stress in pile cap (Figure 6.1.5a Perimeters for punching shear checks) When the spacing of piles is greater than 3 times the diameter of a pile then the punching shear plane for column should be considered. For rectangular piles the plane can be considered at face of pile. The stress on this punching shear plane should not exceed vc depending on the percentage of tensile reinforcement in pile cap. Check of punching shear stress is also required at perimeter at face of column or pile. This shear stress should not exceed 0.8cu or 5N/mm2. (Figure 6.1.5b Further perimeters for punching shear checks in a pile cap) The punching shear planes for piles will depend on location of pile with respect to edge of pile cap. Where: P = Ultimate vertical column load or ultimate vertical pile reaction. vc = design concrete shear stress obtained from the above diagram. Percentage area of tensile reinforcement for computation of design concrete shear stress will be average percentage across punching shear planes. 7.1.6 Minimum tension reinforcement in pile cap As 0.0013bh in both directions 7.1.7 Curtailment of bars in pile cap A minimum anchorage of 12 times diameter of bar should be provided at ends by bending bar up vertically. Additionally check that full tension anchorage bond length is provided from critical section for bending in a pile cap where design for flexure and requirement for flexural steel in tension is determined. In finding anchorage bond length beyond that section, actual area of steel provided may be taken into account. 7.1.8 Spacing of bars in pile cap Clear spacing of bars should not exceed 3d or 750 mm. CHAPTER 8 8 Pile load test The following reasons describe the need for pile load tests: To obtain back-figured soil data which is required to design other piles. To determine the length of Pile, similarly drafting the contact estimate value. To verify the results obtained theoretically (equations, forumals, etc). To analyse the piles load-settlement property. To ensure structural reliability of the pile. Test loading: There are four types of test loading: Compression test Uplift test Lateral-load test Torsion-load test Constant rate of penetration (CRP) test and the maintained load test (MLT) are the most widely used test types. 8.1 CRP (Constant Rate of Penetration) In the CRP (constant rate of penetration) method, the test pile is jacked into the soil. The load is adjusted to give a continual rate of downward movement. This is maintained until failure point is met. A pile failure is described in 2 ways: The load at which the pile continues to move downward without further increase in load. As per the British Standards, the load which the penetration reaches a value equal to 1/10th of the diameter of the pile at the base. Situations where compression tests are carried out, the following methods are normally performed to downward force or apply the load on the pile: A platform is constructed on the pile-head. A heavy material, known as kentledge is kept. Or a bridge is loaded with kentledge which is balanced on temporary supports constructed over the pile. 8.2 MLT, the maintained increment load test From Figure 7.2, the continued increment load-test, soil-anchors, adjacent tension piles or kentledge are used to deliver a reaction for the test-load applied by jacking positioned on the test-piles. A gradual increase on the load is performed, and is sustained at each level of loading until all settlements has stopped or does not exceed a specified amount within a given time. (Figure 7.2 Test load arrangement using kentledge) 8.3 Pile Integrity Test The Transient Dynamic Response (TDR) test is a rapid method of assessing the integrity of both pre-cast and cast in situ concrete piles. It is a natural evolution of the Steady State Vibration test first developed and applied to foundation testing by J Paquet in 1966. At that time a heavy (25Kg) vibrator was used to excite the pile at a range of frequencies. (Figure 7.3a Transient Dynamic Response test) Since that time there have been dramatic improvements and miniaturisation of the equipment, the most significant single step coming in 1982 when it was found that identical results could be obtained using a transient impulse on the pile top, using a small hand held hammer acting through a load cell in place of the heavy vibrator. Advances in micro processing meant that the time domain signal could be readily converted to frequency using the Fast Fourier Transform. This technique is now known as the Transient Dynamic Response and testing now only takes about 30 seconds per pile compared to about 15 minutes in 1965. It is now considered by many engineers to be the most appropriate test method for checking bored cast foundations. Equipment used is lightweight and portable and is very rapid in-operation. Analysis of results can be carried out instantly on site to confirm the length of the foundation and depth of any defects if they exist. The TDR system also has a powerful software analysis program, to enable more detailed analysis of changes in pile section and the influence of soil. It can also be used to predict the expected test result before even visiting site! The required preparation is minimal and in normal conditions up to 60 piles per day can easily be tested, increasing to 200 where access is very good. 8.3.1 Principle The method is based on measuring the frequency and amplitude response of a pile known as impulse. This response, known as Mechanical Admittance (or mobility), contains all the information necessary to check pile integrity and to analyse soil influences. At higher frequencies the resonating harmonics of the pile are detected, whereas at low frequency the response is generally linear allowing measurement of pile-head stiffness. The TDR method of assessing piles is able to analyse acoustic anomalies corresponding to the following: Pile Toe Level Shaft restraints Overbreak Cracks Reductions in section Zones of poor quality concrete 8.3.2 Working Methodology After ensuring that the concrete in the pile head is visually free of loose material and contaminants, a geophone sensor is placed in contact with the pile head, which is struck axially using the force response hammer. The response of both transducers is measured simultaneously, and these signals, velocity and force, are digitally processed and displayed on the test unit. When a pile top is struck with the hammer a longitudinal wave travels down the shaft it can be likened to a snake swallowing an egg. When the wave reaches the base of the pile it is reflected back up to the top. By assuming a wave speed velocity it is possible to calculate the pile length. Reflections can also be obtained from acoustic anomalies within the pile shaft. At low frequency the response is generally linear allowing measurement of the dynamic pile head stiffness. 8.3.3 Length Measurement Length measurements are calculated from the distance between resonating peaks, produced by the pile toe or acoustic anomalies along the shaft. Lateral soil restraints, overbreak, changes in shaft section, cracks and zones of poor quality concrete can all produce various types of acoustic anomaly which can be detected. Length, L = C/2df Where: C = velocity of longitudinal waves in concrete df = distance between two resonating peaks 8.3.4 Dynamic Pile Head Stiffness The dynamic pile head stiffness is measured at low frequencies, when the pile head and surrounding soil are moving as one unit and is the reciprocal of the slope of the initial part of the curve. Stiffness, E = 2 pi fm/(V/fm) Where: Fm = frequency at point of measurement V = Velocity 8.3.5 Mobility (inverse of impedance) Concrete density or conversely the cross-sectional area of the pile (if concrete strength is known) can be calculated from the mean Mobility (N) of the resonating part of the curve using the following formula. Mobility, N = 1 / pCA Where: p = concrete density. C = velocity of longitudinal waves in concrete. A = pile cross sectional area. 8.3.6 Pile Head Preparation In order to obtain the very best data possible when testing a pile, it is essential that the pile head is prepared properly prior to testing. Without good data any interpretation carried out will be meaningless. It is essential that the measurement transducers are mounted in the correct position and on sound concrete. The essentials of pile head preparation for integrity testing are given below: Piles should if possible be tested at the cut-off level and trimmed to sound concrete. Any weak, broken concrete that sounds hollow should be removed and the pile top left roughly horizontal over the complete cross section. Reinforcing bars should be bent slightly away if practicable and the helical removed to allow for a good swing of the test hammer. Two areas should be prepared for the transducers, one for the hammer in the centre of the pile and the other for the geophone close to the pile perimeter. The areas should be approximately 100 mm in diameter and prepared as flat and level as possible using a scabbler, scutch hammer or a hammer and chisel, then brushed free of debris with a wire brush. If at first you are unable to obtain a valid result, it is always advisable to re-prepare the pile and carry out a re-test, as cracking in the pile head is not always apparent but can affect the test result significantly. 8.3.7 Simulation of test results The Simulation software is a finite element programme that simulates the frequency response of a real concrete pile by defining it and the surrounding soil in up to 10 segments. For each segment, the following information can be input: length, diameter, concrete wave propagation velocity, concrete density, soil shear wave velocity, soil density and base soil details. With the TPAP simulation it is possible to super impose the simulated result onto a real frequency response curve. Soil and Concrete parameters can be changed using sliders and the simulation alters instantaneously in response. The operator is able to carry out curve matching to simulate the probable cause of any anomalies. Simulations are generally carried out on pile test results that have shown an intermediate response and enables a high degree of confidence in the interpretation. CHAPTER 9 DISCUSSION 9 General Design Related Information 9.1 Piles The pile foundation suggested by the consultant, Ref.1, consists of 1200 mm, 1000 mm, 900 mm and 750 mm diameter piles. The pile cut-off levels are varying and listed below. The pile loads given by the consultant are cited in the following list, table1. Based on expected structural behaviour horizontal loads are taken as 10% of the vertical working loads account for any inclination in the applied loads or any possible lateral movements. The vertical working compression loads are based on Ref. 1 TABLE 1 Pile Type D No. of Piles COL L Qw h3 (Qw x 10%) mm No. PBM m kN kN BP1 750 196 -4.50 15.00 2941 294.10 BP2 750 106 -4.50 18.00 3808 380.80 BP2a 750 18 -8.55 18.00 3808 380.80 BP3 1000 6 -4.50 18.00 5372 537.20 BP3a 1000 84 -6.00 18.00 5372 537.20 BP3b 1000 12 -6.50 18.00 5372 537.20 BP3c 1000 4 -7.15 18.00 5372 537.20 BP4 1200 18 -6.00 24.00 9029 902.90 BP4a 1200 32 -7.70 24.00 9029 902.90 D: diameter, COL: cut-off level, L: length of pile, Qw: vertical compression working load, Q: vertical working load on pile, PBM: Project Bench Mark, H: lateral working load expected on pile (10%Q), 9.2 Materials Concrete mix is suggested to have high durability. The minimum cube strength (fcu) is suggested to be 50 N/mm2 for all piles. These concrete grades are chosen to match the requirements of BS8004 for limiting the average stress on concrete piles to 0.25xfcu due to the high loads on the piles. Some BS8110 equations are followed in this report and the cube strength is required for design. Steel reinforcement is chosen as deformed bars having a yield strength fy of 460 N/mm2 and confirming with BS 4449: 1997. The cube strengths have been chosen such that any stresses in the concrete will not exceed 50% of the ultimate strength, according to ICE 1996, Ref. 6, during proof tests and to satisfy structural and durability requirements. 9.3 Soil and Rock Properties for Design. The strata in the vicinity of piles may be taken from site investigation borehole logs presented by GEOSCIENCE, Ref 2 shown in figure 2 below. The top layers are loose to very dense fine sands. These sand layers end at about -6.50 PBM where rocky layers start. The rocks are very weak to weak layers of sandstones and conglomerates. The Rock Quality Designation (RQD) of these rocks on average is very low and may be assumed as close as to zero for design purposes. From 6 nos. of boreholes for soil investigation, only 4 nos. of boreholes have core sample and with very low percentage recovery. 9.3.1 Rock Quality Designation (RQD): It is calculated by dividing (the length of the rock of each sample whose it length 10 cm) by (the length of the Bore hole) in percentage. The value of Rock Quality Designation (RQD) will give us the value of j where it is j=0.2 for strength, as the RQD value is less than 50%. From j value we get the value of =0.65 (Ref. 5, Figure 4.34, page 206). 9.3.2 Unconfined Compressive Strength (quc): The distribution of unconfined compressive strength (quc) with depth for the rocks is shown in figure below (from soil test report). The design quc values are chosen as 0.45 N/mm2, 1.04 N/mm2 and 0.55 N/mm2 for top of layers -6.50 PBM, -18.0 PBM and -28.0 PBM respectively for resistance calculations and 1.5 N/mm2 as an average for settlement calculations to estimate the modulus of deformation. (Figure 9.4 Soil Test Report Fiqure2 1 Mpa (Mega Pascal) = 1 N/mm2) The unconfined compressive strength (quc) gives us the value of (Ref. 5, Figure 4.33, and page 206) according to Williams and Pell Method. Hence its used to calculate the shaft resistance in rocks fs ult. 9.4 Determination Of Depth Of Penetration: The ultimate carrying capacity of a bored pile embedded in rock will be found through the skin resistance of the pile while end bearing will not be participating significantly. Generally, Qult= Ab * qb ult + As * fs ult [Ref.5, Ref.4] 9.4.1 For shaft resistance in rocks: fs ult = x x quc according to Williams and Pell Method. (Ref. 5, Equation 4.44, page 206). Where: =function of quc and may be found through a graph given in Ref.5. = function of the mass factor j found through a graph given in Ref.5. For rocks with RQD less than 50% a value for j is adopted as 0.2 and corresponding =0.65 (Ref. 5, Figure 4.34, page 207). For the value of quc=0.5 N/mm2 a value for is adopted =0.72 (Ref. 5, Figure 4.33, page 207). 9.4.2 For end bearing in fractured rock: qb ult= (N+1) quc/5, (Ref.7, Page 553, Equation 11.60) The value of N= tan2 (45+/2) is usually between 3 and 5.83 assuming = between 30 and 45 degrees (Ref.7, Page 553, Table 11.90), i.e. qb ult =0.8-1.37 x quc where, (quc=0.45, 1.04, 0.55 as mentioned earlier) For a safe end bearing it is assumed equal to qb ult = quc Then: Qs ult= fs ult * Asi where Asi= x D x L (surface area of the pile) Qb ult= qb ult * Ab where Ab=(/4)xd (base area of the pile) Qb all= {(N+1) quc xAb} / Fs (Ref.7, Page 553, Equation 11.61). I.e. (D=1m) Qb ult= factor qb x quc x Ab x1000= 0.45 x 1 x 3.14/4x 1 x 1000= 353.4 Kn. Qb factor is between 1-4.5, in our design we take it as 1 for more safety, because it will affect the required length of the pile, however it increase the required length of the pile will decrees. The length above the rock in the design and test level is during depending on the site condition excavation, and the pile cut off level from the site Bench Mark (The above calculation is regarded as Appendix 1) 9.5 The settlement calculation (by Vesics method cited in Ref.7) Modulus of deformation of the rock mass (Em), Em = j Mr quc = 0.4x225x1.5=135 Ref. (4) Modular ratio Mr = 225 (values of 150 and 300 are recommended by BS 8004 for rock group III and II respectively). Pile shaft deformation = QL/AE =0.34 or 0.5 for triangular or uniform friction at maximum test load based on distribution of frictional resistance mobilized. E for concrete may be used as 470 fc=470x40=2972.5 N/mm2 provided that 85-90% of design fcu is reached. The reinforcement of 1% increases the average pile Youngs modulus by ~5%. E av.= Ec (1+(n-1) ) where is the reinforcement percentage and n = Es/Ec Shaft surrounding settlement (s) s = Q(1-)I / ( L Es ) (Vesics method, Ref.(7)) : Poisons ratio ~ 0.3 L: Pile length Es: surrounding mass modulus of deformation An average at any level is found from the harmonic average of all Es values of the above layers. I = 2+0.35 (L/D) The modulus of deformation for the rock is based on BS8004, Ref.4, adopting a higher j value of 0.3. The settlement under working load: i.e. (D=1m) -wf= ( x Qw x length above rock-Design) / Area of pile / E pile wf= (0.34x5372x2)/0.785/31212= 0.149 ~0.15mm -wp (pile)= ( x Qs + Qb) / Socket Length / Area of pile / E pile wf= (0.34735.1+4636.9)/1/0.785/31212= 0.199 ~0.2mm -ws (shaft)= Qs/( xSocket Length) Em av. For skin x(1- ) x (2+0.35 (Socket Length /D)) ws=735.1(3.141)/135x(1-0.3)x(2+0.351/1))= 3.71mm -wb(base)= Qb/Ab xD/Eav. For base x (1- )x0.79 wb= 4636.9/0.7851/135x(1-0.3)x0.79= 31.44mm The above calculation is regarded as Appendix 1 Pile Length Settlement which are used for the expected settlement for each length are shown for the two cases: At working load At 1.5 times the working load. The pile lengths given in Table 1 are based on the Excel sheets. 9.6 Elastic Analysis Of Lateral Behaviour Of The Piles: The method suggested by Reese and Matlock, cited in [Ref.5, Ref. 7] is adopted. The value for the stiffness parameter nh is taken as 45MN/m3. In fact, this value is an average value for the surrounding sands overlaying rocks. This is usually conservative if compared to the values for the stiffness Khi suggested usually for sandstones in local area. Note that Khi may be assumed as nh*z/B. The stiffness factor (pilesoil) T=(EI/nh)1/5 = 1.593038m where; i.e.D=750mm, nh=45 (Ref.5) The depth factor Z= z/T where z is the depth in meters H is the service lateral load applied E = Youngs modulus for the pile concrete=0.2 + 0.2xFcu Fcu=48.625 Hence E=29.725 KN//mm2 I = D4 /64 the moment of inertia i.e. (D=750mm) I=0.01553m^4. L the length of the pile should be 4 T (to be considered as a long pile Ref.5) i.e. L= 41.593038=6.4m (ok but too short for a pile). At any depth, for the fixed head piles, -Lateral deflection: (Ref.5, Page: 336, Eq. 6.27) Y(mm)=fy H T3 /(EI)x1000 (as per the consultant decision or between 10mm-5mm) -Bending moment: (Ref.5, Page: 336, Eq. 6.28) M(Kn.m)=fm H Tx1000 (which will sets the area of steel bars required for pile) -Soil pressure: (Ref.5, Page: 336, Eq. 6.29) P(Kn/m) = fp H/ Tx1000 (for Rocky soil ~600 KN//mm2) Z(m)=depth x T Pressure Average: Pav.(Kn)= p(av.) x z(difference) Shear Force: V(Kn)=H X 1000 Pav. Lateral Bearing Pressure: q(Kn/m)=p/fcu (not exceeding 1000 Kn/m depending on soil characteristics). Coefficient of lateral subgrade reaction K(MPa/m)=q/Y (may be compared to Khi if available). Subgrade reaction k (MN/m/m)= p/y x100 (based on line load definition) Stiffness factor back calculated nh = k/z Modules of elasticity of concrtet: E(Mn/m)= 4700fcu Second Moment of inertia: I(m^4)= d^4/64 Stiffness factor: T(m)= 5EI/nh (for pile and soil) Hw(MN)= kN/1000 Bending Moment Diagram: Draw the bending moment diagram by the values of Moment M and Depth z. Note: its used to calculate the required amount of steel in the pile. Lateral Deflection: Draw the lateral deflection diagram by the values of Lateral Deflection Y and Depth z. Note: its shows how much the pile is lateraly moved (allowed between 10mm-25mm). Lateral Bearing Pressure: Draw the lateral bearing pressure diagram by the values of Lateral Bearing Pressure q and Depth z. Note: its indicate how much the pile is laterally pushing the surrounding soil, in our case its a rock soil so the value of lateral bending pressure can be up to 600 Kn/m. The values for fy, fm, fp are taken from graphs in (Ref.5. Figure: 6.28). Coefficients for fixed headed pile with lateral load in soil with linearly increasing modulus (after Reese and Matlock) (a) Coefficients for deflection (b) Coefficients for bending moment (c) Coefficients for soil resistance. The above calculation is regarded as Appendix 2 Pile Plastic Analysis for Lateral Loading, after applying the lateral load, the results of the analysis will be as shown in the sample EXCEL sheets in appendix 2. At each depth the value of nh is recalculated from the soil pressure and the deflection and listed at the last column of the tables. It may be seen that the assumed value for the nh is accepted. 9.7 Check the Bending Moment Capacity and Shear Strength The results of design for bending moment are given in table 3. Design is based on BS 8110 with an average load factor of 1.5 and using short column analysis with no magnification for buckling as buckling is not possible in bored piles under normal loads and medium to stiff soils, Ref.4. The design is made using ACECOMS GEAR 2003 software shown in Appendix 3 by providing the values of Qu, Mu, fy, fcu and clear cover (not less than 75mm) will automatically calculate the Number Diameter of Bars, and manual verification in table4. Available capacities of the sections are given for each pile. Capacities are more than the applied factored moments. Bending moments are approximately nil when the depth is about 4*T as shown in the Excel sheets for elastic analysis given in the appendix2. So, after this point there is theoretically no need for reinforcement but the reinforcement may be extended beyond this point with the same or a lower percentage. This will ensure all moments are vanished and will practically assist execution. The above calculation is regarded as Appendix 3 9.8 Helical Links: BS 8004 specifies a minimum spacing of 150 mm and a maximum spacing of D/2. No need to increase volume percentage of spirals as no driving stresses will take place. The spiral will be taken as [emailprotected]/* */ pitches for 750mm diameter piles while T12 @ 150mm pitches for the rest of the piles. For shear capacity the calculations are based on ACI 318 taking the effect of the axial forces. The circular section is substituted by a square section having equal area. Effective depth is based on this square side length. All piles checked and the calculations are shown in the (appendix 4). Here we put the value of Ultimate Load Qu, Lateral Load Hw, Diameter of the pile, Cover (not less than 75mm), Spiral Diameter, Bar Diameter, fcu, fy and the pitch distance, then the calculation in the Appendix4 will show us if the amount of shear reinforcement and the pitch distance are safe or not, also will calculate the minimum area of steel and maximum shear, as per the following formulas: i.e.: Qu=4412KN, Hw=333.31KN, D=750mm, Cover c=75mm, Spiral Diameter (db)=10mm, Bar Diameter= 20mm, fcu=40MPa, fy=460N/mm, Pitch=150mm, phi=0.85 Calculation: A(mm)= D/4 b(mm)=A d(mm)=(b-c-db-Bar Diameter)/2 Vc(KN)=1/6X(1+1/14XQux1000/A)xfcuxbxd/1000 Av(KN)= 2xdbx/4 Vs(KN)= Avxfyxd/Pitch/1000 If phi(Vc+Vs) Hw means the shear reinforcement are safe. If HwphxVc/2 the average minimum area of steel= 1/16xfcuxbxpitch/fy (ACI 318 eq11-13). If Hw= phxVc/2 the average minimum area of steel= 0.33xbxpitch/fy. Shear maximum (Vs. max)(KN)= 2/3fcuxbxd/1000 The above calculation is regarded as Appendix 4 9.9 Structural Design Of Piles It is important to count for some percentage of the vertical load as a lateral load on pile head due to possible earthquake or any inclination in the transferred loads. Here the lateral loads are taken as 10% of the compression ultimate loads given by the consultant as shown in Table 1 above. Additional lateral load from tolerable inclination of 1/75 of the pile shaft are added to the horizontal load at pile head. The final loads that are applied to the piles are cited in Table 2. 9.9.1 Table 2: Working Loads PILE TYPE D Number of Piles Fcu Qw h3 (Qw x 10%) h3 (Qw/75) Hw (h3+h3) mm mm N/mm2 kN kN kN kN BP1 750 196 50 2941 294.10 39.21 333.31 BP2 750 106 50 3808 380.80 50.77 431.57 BP2a 750 18 50 3808 380.80 50.77 431.57 BP3 1000 6 50 5372 537.20 71.63 608.83 BP3a 1000 84 50 5372 537.20 71.63 608.83 BP3b 1000 12 50 5372 537.20 71.63 608.83 BP3c 1000 4 50 5372 537.20 71.63 608.83 BP4 1200 18 50 9029 902.90 120.39 1023.29 BP4a 1200 32 50 9029 902.90 120.39 1023.29 9.9.2 Table 3: Ultimate Loads PILE TYPE D Fcu Qu (Qw x 1.5) Hw Mw Mu (Mw x 1.5) e e/D mm N/mm2 kN kN kN.m kN.m m BP1 750 50 4412 333.31 483.19 724.78 0.164 0.219 BP2 750 50 5712 431.57 625.63 938.45 0.164 0.219 BP2a 750 50 5712 431.57 625.63 938.45 0.164 0.219 BP3 1000 50 8058 608.83 1111.0 1666.5 0.207 0.207 BP3a 1000 50 8058 608.83 1111.0 1666.5 0.207 0.207 BP3b 1000 50 8058 608.83 1111.0 1666.5 0.207 0.207 BP3c 1000 50 8058 608.83 1111.0 1666.5 0.207 0.207 BP4 1200 50 13544 1023.29 2160.54 3240.81 0.239 0.199 BP4a 1200 50 13544 1023.29 2160.54 3240.81 0.239 0.199 9.9.2.1 Mw Calculation: Mw= Hw x T x fm i.e. Hw=333.31 KN, T=1.593038, fm=0.910 (D=750mm) Mw=333.311.5930380.91= 483.19 kN.m Hence Mu= 483.191.5=724.785 kN.M 9.9.2.2 Eccentricity e Calculation: Mu=Qu x e Hence e=Mu/Qu= 724.78/4412= 0.164m Hence e/D= 0.164/0.75= 0.219 Shown the eccentricity e and the ratio e/D (e/D0.125 means pile section is fully under compression and there is no tension in any part). But in our case the e/D value0.125 (there is tension on pile which it will be vanished while using shear reinforcement, also the lateral moment is not always available or we can say the pile existed in the rock that will minimize the moment so the value of e/D will be reduced automatically, and no cracks will be developed on the surface of the pile or it will be less than 0.1 or as per the Consultant requirement. 9.9.3 Table 4: Reinforcement PILE TYPE D Qu Mu Reinforcement applied for compression Reinf. Ratio Capacity as a short column Mn mm kN kN.m No. Diameter % kN.m BP1 750 4412 724.78 6 32 1.11 977.20 BP2 750 5712 938.45 8 40 2.30 1149.2 BP2a 750 5712 938.45 8 40 2.30 1149.2 BP3 1000 8058 1666.5 6 40 0.97 2283.3 BP3a 1000 8058 1666.5 6 40 0.97 2283.3 BP3b 1000 8058 1666.5 6 40 0.97 2283.3 BP3c 1000 8058 1666.5 6 40 0.97 2283.3 BP4 1200 13544 3240.81 9 40 1.01 4068.9 BP4a 1200 13544 3240.81 9 40 1.01 4068.9 Reinforcement applied for compression and Capacity as a short column Mn is being calculated by the ACECOMS GEAR Program. i.e. D=750mm 6 @ 32 mm, 977.2 Mn respectively, Capacity moment Applied Ultimate moment 977.2724.78 (OK). 9.9.3.1 Reinforcement Ratio %: (Area of bar x 6 No.) / (Area of pile) i.e. Reinforcement Ratio = (/4*Db x 6) / (/4*Dp) = (3.14 / 4 x 32 x 6) / ( 3.14/4 x 750) = 0.011 = 1.11 %. As per the code the reinforcement value should not be less than 1%, in our table the values of Reinforcement Ratio achieve the goal. -Distance between bars has to be between of clear distance of (80mm 180mm). CHAPTER 10 10 Conclusion From several tests performed in this project, the following are the conclusions drawn: Tables were created, which includes pile diameter (D), working (vertical) load (Q). As the length is being calculated from Appendix-1, I assumed the horizontal load on the pile is 10% of the working load and additional lateral load from tolerable inclination of 1/75 of the pile shaft are added to the horizontal load at pile head. Thus I obtained the working moment (Mw) and the ultimate moment (Mu) = Mw x 1.5. Similarly, I found the eccentricity (e) = Mu/Qu. The value of e/D should be less than 0.125. Using the ultimate moment (Mu) and the ultimate load (Qu) in the program ACECOMS GEAR, I obtained the number of piles and its diameter. Reinforcement ratio was calculated using Area of bars / Area of Pile, which should not be less than 1% as per BS. The concrete mix is suggested to have high durability as per the standard BS 8004 (50 MPa) for limiting the average stress on concrete pile to 0.25 fcu due to the high load on the pile. Where, the steel reinforcement is used to be having a high yield steel of 460 MPa as per BS 4449: 1997. The value of quc (unconfined compressive strength), was taken from the state surrounding the pile using the site investigation boreholes, which has been shown in the figure-9.4. Also it can be found from Appendix 5 (extracts from Soil Report), the value of RQD (Rock Quality Designation) has a very low percentage recovery (almost 2%).

Effects Of Pregnancy On Women And Babies - 1805 Words

Subtle or acute changes in pregnancy can threaten the successful journey to motherhood resulting in devastating consequences for women and babies (Lunau, 2014). Pre-eclampsia is the focus of this essay, a high risk condition experienced by a woman under my care. Her medical treatment will be contrasted with evidence-based information found in the reviewed literature. Risk assessment definition will be critiqued along with impact of this term on pregnant women. I will reflect on the care I provided and strategies that can enhance more sensible care. A pseudonym will be used to de-identify the woman complying with the code of professional conduct for midwives (2008). Discussion Maria was an 18 year old Aboriginal primigravida who at 36†¦show more content†¦(2014) argue that while understanding of pre-eclampsia has improve over the years the only effective treatment is the birth of the fetus and the placenta. However, immediate stabilization of the woman prior to termination of pregnancy is essential (Friedlander, 2008; Pennington, et al., 2012; Berzan, et al., 2014). Maria arrived at Alice Springs maternity unit complaining of headache; her blood pressure was 160/120mmhg measured manually. She had peripheral pitting oedema in her legs, proteinuria 4+, oliguria and elevated uric acid. Lisonkova and Joseph (2013) make a strong case that late-onset preeclampsia is associated with younger maternal age and nulliparity which correlated with the background of the woman under my care. While pre-eclampsia is generally diagnosed on the basis of hypertension and proteinuria (Pettit Brown, 2012), Lewis (2011) classify these parameters as inaccurate and non specific markers. The reasons come from two directions. First they are only present in 15-20% of all pregnant women (Lewis, 2011). Second, they are just two signs of progressive circulatory malfunction and inflammation of the placenta (Lewis, 2011). There seems to be general agreement that proteinuria and uric acid are poor predictors of maternal and fetal complication and they should not guide management (Steegers,

John F Kennedy Argumentative Essay Example For Students

John F Kennedy Argumentative Essay Word Count: 4268In another bizarretwist to a mystery that has haunted Americans for more thana quarter century, the son of a former Dallas police officerplans to tell the world that his father was one of the assassinsof President John F. Kennedy. Ricky White, a 29-year-old,unemployed oil equipment salesman in Midland, says hehad no conception of ever, ever giving this story out butdecided to do so after FBI agents began asking questions inMay 1988. Im telling you a story that has touched me, notonly others, and I feel uncomfortable just telling it tostrangers, White said during a recent interview with theAustin American-Statesman. Monday in Dallas, White isscheduled to show reports material implicating his father,Roscoe Anthony White, in the 1963 assassination. Itsuggests that White, who died in 1971, was a member of anassassination team of three shooters, that he fired two of thethree bullets that killed the president, and that he also killedDallas police officer J. D. Tippit during the manhunt for LeeHarvey Oswald. Among the material: a rifle with telescopicsight that uses the same kind of ammunition as Oswalds gun;records showing that Oswald and White served together inthe Marines; three faded messages that appear to bedecoded orders to kill someone in Dallas in November1963; and a sons recollections of his fathers incriminatingdiary a document that is missing. The press conference isbeing sponsored by two private groups the JFKAssassination Information Centre of Dallas and theAssassination Archives and Research Centre of Washington and some Midland Businessmen. The possibility of RickyWhites story being a hoax a falsehood concocted either byRicky or his father has not been dismissed by the peopleurging him to publicly talk about the matter. During the last27 years, many private researchers have claimed to havefound evidence of a conspiracy, only to be proved wrong ordeceitful. Bernard Fensterwald, executive director of theAssassination Archives and Rese arch Centre, says if therewas a conspiracy, Ricky White may have the key. I thinkits our best shot, he says, and we better take it. J. GaryShaw, co-director of the JFK Assassination InformationCentre, says he hopes Whites story will result in aninvestigation of the assassination by Texas authorities. TwoWashington-based probes the Warren Commission in1963-64 and the House Select Committee onAssassinations in 1976-78 failed to resolve the enigma of theKennedy shooting, Shaw maintains. As with previousconspiracy theories, Whites story is tantalizing, the evidenceintriguing. Yet, as with other theories, it raises morequestions than it answers such as: Who issued the ordersto the so-called assassination team? Why was theassassination ordered against Kennedy? And why is RickyWhite telling this story now? AN OSWALDCONNECTION Using clues discovered in his fatherseffects and relying on available government records, RickyWhite says he has determined that Roscoe White and LeeHarvey Oswald p robably met in 1957. Ricky Whitesmother, Geneva, is gravely ill and unable to be interviewed,family members say. According to Military records, bothWhite and Oswald were among a contingent of U.S. Marines, who boarded the USS Bexar in San Diego thatyear for the 22-day trip to Yokosuka, Japan. In its finalreport, the Warren Commission published a photo ofOswald with other Marines in the Philippines. All but one ofthe Marines was squatting on the ground. Ricky White sayshis father claimed to have been the standing Marine andclaimed to have become acquainted with Oswald in Japanand the Philippines. Military records show that RoscoeWhite took frequent unexplained trips in the Pacific, andRicky White says that his fathers diary described those assecret intelligence assignments. It has been established inprevious investigations that Oswald was discharged in 1959and defected to the Soviet Union. He returned to the UnitedStates in mid-1962, settling first in Fort Worth with hisRussian-born wife, then moving to Dallas a short time later. Military records show Roscoe White was discharged in late1962, joining his wife and two young sons in Paris, Texas. Ricky White says that shortly thereafter, his father moved thefamily to Dallas and took a job as an insurance salesman. MAN WITH TWO NAMES Ricky White says that twomonths ago he found several faded messages in a militaryweapons canister in the attic of Geneva Whites parentshome in Paris. Ricky believes the messages to be decodedcables in which Mandarin, a name he says his father wasknown by, was told his next assignment would be toeliminate a National Security threat to worldwide peace inHouston, Austin, or Dallas. Another message from the samesource C. Bowers of Navy Intelligence identifiedDallas as the destination and provided White with a list ofcontacts. It stated White had a place hidden within thedepartment. The message was dated September 1963 thesame month that Geneva White began a brief stint as acocktail hostess at Jack Rubys Carousel Club in Dallas. Ruby fatally shot Oswald two days after the Kennedyassassination. Dallas police records show that on Oct. 7,1963, Roscoe White joined the department as aphotographer and clerk. He did not become a patrol officeruntil 1964. A staff member in the police personneldepartment said recently that Whites file contains no jobreferences. Ricky White says his fathers diary referred toseveral trips made during this period to a remote area in thefoothills near Van Horn, Texas. There, Roscoe White andseveral others practised shooting at moving targets, RickyWhite says. Although he was younger than 3 years old,Ricky White says he has vague memories of being taken toVan Horn. My impression was they (others at the VanHorn camp) had been working with my father in themilitary, Ricky White says, because they had known eachother well when this took place. A FOOTLOCKER ANDDIARY Ricky White says that, after his grandfather died in1982, he was given his fathers footlocker, which had beenstored in the grandf athers house in Paris. The lockercontained military memorabilia, a Marine uniform, a safedeposit box key and a black leather-bound diary with goldtrim that detailed Roscoe Whites life. As he and his motherread the diary, Ricky White says they found passages thatimplicated Roscoe White in the Kennedy assassination. Mymother and I cried together, he says, because it hurt verydeeply to learn what I know now. It hurt so much becausethe man I had known couldnt have fired those shots. It tookthis investigation to be able to learn its true. And my familysgiven a part of themselves to tell the story. From the diaryhe says he learned the significance of the hunting rifle hisfather gave him: a 7.65mm Mauser with telescopic sight, anArgentine rifle that shoots round-nose, elongated bullets projectiles that closely resemble those of aMannlicher-Carcano, an Italian rifle that Oswald wasaccused of using. After reading the diary, White says he wasconvinced his father was one of three assassins who fired sixshots from Mauser rifles into the presidents open toplimousine in Dealey Plaza. Roscoe White shot from behind afence atop a grassy knoll to the right and front of thelimousine, his son says. Two other marksmen were in theTexas School Book Depository and Records buildingsbehind the vehicle. Three shots struck Kennedy; a fourthwounded Texas Gov. John Connally. Ricky White says thetwo shots that his father fired both struck Kennedy: the firstin the throat; the second, and last of the shots fired, in thehead. Oswald, Ricky White says, knew of the plot, but didnot fire a shot. He had been instructed to bring his rifle to theBook Depository, where he worked, and to build a snipersnest of book boxes near the sixth floor window, from whichhe was accused of firing all the fatal shots, Ricky White says. Ricky White says the diary referred to the other shootersonly by code names: Sol in the Records building; andLebanon in the Texas School Book Depository. The diaryindicated each of the three riflemen was accompanied by anassistant who disassembled the rifles after the shooting andcarried them out of the area, Ricky White says. Accordingto the diary, Ricky White says, his father was to escape withOswald by riding to Red Bird Airport in South Dallas in acity police car driven by a friend and fellow officer who didnot know what was happening. That officer, Ricky Whitesays, was J. D. Tippit, who was shot to death at 10th Streetand Patton Avenue in the Oak Cliff section of Dallas about45 minutes after Kennedy was shot. Oswald was seenrunning from the scene of that shooting. Ricky White says hisfather wrote that, as they drove south, the unsuspectingofficer began to realize what White and Oswald wereinvolved in. Oswald panicked and jumped from the car. When the officer insisted on turning in White, White got outof the car and shot the officer, Ricky White says. I killed anofficer at 10th and Patton, Ricky White quotes the diary assaying. Less than a half hour later, Oswald was arrested inthe Texas Theatre on West Jefferson Boulevard in Oak Cliff. How Far Will Microsoft Get? EssayThe report conclusions left many skeptics. Since bulletspassed through the victims and shattered, investigators werenot able to match the rifling on the bullets to the marks thatwould have been caused by Oswalds rifle. After athree-year investigation, the House Select Committee onAssassinations concluded in early 1979 that Oswald firedtwo shots that killed Kennedy and wounded Connally. Scientific acoustical evidence indicated a high probabilitythat an unidentified second gunman was firing from thegrassy knoll to the front and right of the presidentiallimousine, but missed. TEXT OF NAVY CABLESNavy Int. Code A MRC Remark data 1666106 NRC VDCNAC Dec. 63 Remarks Mandarin: Code G: Stay withindepartment, witnesses have eyes, ears and mouths. You(illegible) do of the mix up. The men will be in to cover up allmisleading evidence soon. Stay as planned wait for furtherorders. C. Bowers RE rifle Code AAA destroy/on/Navy Int. Code A MRC Remark data 1666106 NRC VDCNAC (illegible). 63 Remarks Mandarin: Code A Foreignaffairs assignments have been cancelled. The next assignmentis to eliminate a National Security threat to world widepeace. Destination will be Houston, Austin or Dallas. Contacts are being arranged now. Orders are subject tochange at any time. Reply back if not understood. C. Bowers OSHA RE rifle Code AAA destroy/on/Navy Int. Code A MRC Remark data 1666106 Sept. 63Remarks Mandarin: Code A Dallas destination chosen. Your place hidden within the department. Contacts arewithin this letter. Continue on as planned. C. Bowers OSHARE rifle Code AAA destroy/on/(Part 2 The post-press conference follow-up story) August7, 1990 DALLAS COPS SON ROLLS OUT JFKTHEORY MATTOX, CIA, HOLLYWOOD ANSWERCONSPIRACY CLAIM By Andrew Likakis The Texasattorney general, a major Hollywood producer and theCentral Intelligence Agency are now being written into thenewest chapter in the never-ending mystery of whoassassinated President John F. Kennedy. A 29-year-oldunemployed oil equipment salesman from Midland stoodbefore scores of reporters in Dallas Monday and implicatedhis dead father in the assassination. Soon after, AttorneyGeneral Jim Mattox said hed gladly review the evidence,and the CIA issued an unheard of denial. At the same time,the FBI, which had previously refused to comment on RickyWhites story, issued a statement in Washington sayingagents had reviewed and dismissed Whites story two yearsago. And, finally, thos e who believe Whites story is trueacknowledge that last weekend, several of them met inHollywood with producer/director Oliver Stone, presumablyto discuss movie rights to the White story. The latest chapterin the Kennedy epic began at a two-hour press conferencein which White said his father, Roscoe Anthony White,joined the Dallas Police Department in October 1963 withthe express intent of killing Kennedy. During the pressconference called by two assassination research groups andseveral Midland businessmen, White and Baptist ministerJack Shaw talked about incriminating entries in RoscoeWhites missing diary, decoded cables, and the relationshipthat Roscoe White and his wife, Geneva, had with LeeHarvey Oswald, Dallas Officer J. D. Tippit and Jack Ruby. Based on his own memories, his fathers diary and effects,and the recollections of his mother, Ricky White toldreporters that his father had been one of three shooters onthe day Kennedy was assassinated in Dallas. AlthoughOfficer Tippit was a friend of his fathers, Ricky White sayshis father shot Tippit to death in the Oak Cliff section ofDallas about 45 minutes after the assassination, as he andOswald were trying to get away. Oswald was later accusedof killing Tippit. During the press conference, White said hisfather was following orders to kill Kennedy and that, whilehe did not know who issued the orders, three messagesfound among his fathers effects have coding that might havecome from the Office of Naval Intelligence or, indirectly, theCIA. CIA RESPONSE: LUDICROUS The suggestion ofCIA involvement brought a sharp response Monday fromagency spokesman Mark Mansfield in Washington: Theseallegations that this was done on CIA orders, that this guyworked for us and that CIA had any role in the assassinationof President Kennedy are ludicrous. Roscoe White neverworked for the CIA, Mansfield said, adding: normally, wenever confirm nor deny employment, but these allegationsare so outrageous that we felt it necessary and appropriateto respond. Also Monday, the FBI issued a statementsaying its agents had considered the Ricky White story in1988 and had determined that this information is notcredible. Bernard Fensterwald, executive director of theAssassination Archives and Research Centre in Washington,said Monday that Mattox will be given all material that pointstoward Roscoe Whites involvement in the assassination. RUBY, OSWALD MEETING In another curious twist tothe case, Mattox said late Monday he is interested in pursingthe White story because he was once told by his mother, awaitress at Campisis Egyptian Restaurant in Dallas, thatRuby frequented the restaurant and that she thought she sawRuby and Oswald eating dinner there together once. Therestaurant owner, the late Joe Campisi, testified before theHouse Select Committee on Assassinations in 1978 that hedidnt see Oswald in his eatery, Mattox said. Mattox said hebelieves he has jurisdiction in the case, and he wouldinterview White and his associates to see what theyve gotand let them explain it to me. The key to the thing, ofcourse, is, if the FBI acknowledges seeing the diary,Mattox said. The only thing to do is to get a look at thediary or acknowledgement (by the FBI) that it existed. Thisis not a solution to the John Kennedy case, Fensterwaldsaid after Ricky White told his story. Its information wethink is important, and we think its true . Even if what is saidhere today checks out, the case is not solved. We still dontknow who planned it and paid for it and basically what theshooting was about. The best we can hope for is to get outof this an idea of who the actual assassins were. It may bedifficult for Mattox or anybody else to do much with thecase without the Roscoe White diary, which disappeared in1988. The leather bound journal talked about theassassination and the aftermath, said Ricky White, addingthat he and his mother read it. Roscoe White died of injuriessustained in an explosive fire in 1971. His widow, Geneva, iscritically ill and, according to family members, unable to beinterviewed. A SILENCED WIFE According to the Rev. Shaw, Geneva White could help an investigation. Shaw saysRoscoe and Geneva White confided in him in 1970-71 whenthey were having marital problems. And, he says, GenevaWhite confided in him again during the last year, telling himthat she was working as a hostess in Rubys Carousel Clubwhen she overheard her husband and Ruby discussing theentire plot of the assassination of the President two monthsbefore the shooting. After the assassination, Shaw says,Geneva White was given electric shock treatments and keptsedated so she would be silenced. Ruby had told her in nouncertain terms that if she opened her mouth she was deadand her children were dead, Shaw says Geneva White toldhim. Shaw says Geneva White told him she confronted herhusband after an organized crime figure approached her inNew Orleans in 1971 and told her to deliver a warning toher husband. According to Shaw, Geneva White was shownnearly a dozen photographs and identified the man in NewOrleans as Charles Nicoletti, formerly t he number onehitman with the Sam Giancana Mafia family in Chicago. Nicoletti was executed gangland style in 1977, about a yearafter Giancana also met the same fate. Shaw says that, whenshe returned to Dallas and told her husband of the ominousmeeting in New Orleans, he told her everything. Shaw saysthat, as he lay in a hospital dying from burns in 1971 RoscoeWhite told him that he had been marked for execution bysome of his underworld associates and that he believed thefire had been deliberately started to kill him. AHOLLYWOOD INTEREST Ricky White said Mondaythat, since he found his fathers diary, he has been consumedfull-time with trying to find out what role his father played inthe assassination. He said that for more than a year he hasreceived a monthly salary from the Matsu Corp., whichwas formed by seven Midland oilmen solely to help financeRickys investigation into his fathers involvement in theassassination. Matsu president Gary Baily said Ricky beganreceiving financial help from Matsu on a day-to-day basisabout six weeks ago after getting ju st expense funds formore than a year. Baily also said Ricky White is negotiatingwith Hollywood producer/director Oliver Stone for movierights to his story. Last weekend, Ricky White, his wife andLarry Howard of the JFK Assassination Information Centrein Dallas met in the Los Angeles area with Oliver Stone andtoured Universal Studios. Oliver Stone is interested, but nodeal has been made, Baily said. Matsu so far has spentmore than $100,000 on the White project, Baily said. If anymoney is generated by the White story, about 74 percentwill go to Ricky Whites family. The rest would go to theMatsu Corp., Baily said.