In-place Pile Foundation for a Tower-building Project

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

Jihad, Pakistan and India :: Politics Political Essays

Jihad, Pakistan and India Every person is entitled to his or her own opinion. Whether it is complimenting a new outfit or distrusting a society, people may think whatever they like. In the article â€Å"Jihadis† by Pankaj Mishra, different views on society are taken. From the opinions of Pakistani relationships with Indians, or the different outlooks on the Taliban takeover in Afghanistan, this article provides a detailed description of a person born in India but decided to change his life. The narrator, Mishra, is first introduced shortly after a brief setting of the Middle East before the tragic events of September 11, 2002. Described as being from India, he is now a London reporter writing various articles for English and American magazines. Through his encounters the reader receives an inside view on Middle Eastern life and history. Beginning with Pakistan’s governmental history, a foundation is set describing various ruling powers such as General Zia-ul-haq’s military takeover from Zulfikar Ali Bhutto in 1977 and the final Taliban takeover of Afghanistan in the 1990’s. The cruelty inflicted by these harsh takeovers is apparent by descriptions of â€Å"shutting down schools, smashing TVs, and VCRs, and tearing up photographs† (Mishra 103). Different reasons for supporting and joining the Taliban and other organizations are also explored. For example, a young man named Rahmat, felt he had no other choice but to join the Taliban in taking over Afghanistan after his father’s business was in ruins and his brother was in jail. After all the warnings, the Taliban offered him what he could not offer himself at that time: food and shelter. Trying to get an insider’s view on Taliban life, Mishra is escorted by Jamal, a befriended assassin.

The Rise in Youth Homelessness in Canada Essay example -- Sociology, H

Today in Canada, a rise in youth homelessness is being observed across the country. Despite common assumptions, the issue of street youth is not isolated to Toronto or Montreal, but has become pervasive across the country. Although accurate statistics are impossible to come by, the disturbing reality is that both urban centers and rural communities nationwide, are struggling to provide their youth with adequate, affordable housing. Issues surrounding the supply and affordability of housing, combined with personal circumstances characterized by instability, are distancing youth’s access to housing. These causes and their overall consequences, must be faced before lasting solutions can be shaped by society. Housing Canada’s street youth will be impossible without action at every level. Every Canadian citizen has an immense role to play in providing these youth with promising futures. There are numerous causes which have led to the existence of youth homelessness in Canada. As with the wider study of homelessness, it must be stressed that no cause can be viewed exclusively from the others (Layton 2008: 54). The causes of this national crisis are extremely complex, and interconnected. However, despite this complexity, there are many patterns which have been found to exist among homeless youth. They have been found to be primarily social and economic. The social factors contributing to homelessness are unique for each individual however, the majority of homeless youth report having been emotionally abused or neglected. According to the Enhanced Surveillance of Canadian Street Youth (E-SYS), conflict with parents was the principal reason that most street youth reported for having left home. LGBT youth are over-represented among... ...rengthen self-confidence and motivation. Without proper outreach services, the provision of transitional and affordable housing will never reach its full potential in removing Canadian youth from the streets. Canada’s youth do not belong on the streets. They belong in safe, and supportive environments where they are able to succeed as members of an integrated society. The end of youth homelessness will benefit every Canadian. And therefore, the challenge of housing Canada’s street youth must be confronted as a collective society. The federal government must allocate funds towards the provision of affordable and transitional housing, while the provincial government must provide social services to support and motivate youth. There is a way home for Canada’s street youth, and it is through the activism and participation of individuals like you.

Economic Interpretaion (C. A. Beard) :: essays research papers

Charles Beard's "Economic" Interpretation In 1913, Charles A. Beard (1913 [1935]) consolidated various scholarly views of the Constitution and, in the process, offered what became identified as "the" economic interpretation of the Constitution. Beard (pp. 16-18) argued that the formation of the Constitution was a conflict based upon competing economic interests - interests of both the proponents and opponents. In his view, the Federalists, the founders who supported a strong, centralized government and favored the Constitution during its drafting and ratification, were individuals whose primary economic interests were tied to personal property. They were mainly merchants, shippers, bankers, speculators, and private and public securities holders, according to Beard (pp. 31-51). The Anti-federalists, the opponents of the Constitution and supporters of a more decentralized government, were individuals whose primary economic interests were tied to real property. Beard (pp. 26-30) contended these opponents consisted pri marily of more isolated, less-commercial farmers, who often were also debtors, and northern manorial planters along the Hudson River. However, Beard (pp. 29-30) maintained that many southern slave owning planters, who held much of their wealth in personal property, had much in common with northern merchants and financiers, and should be included as supporters of the Constitution. Beard (pp. 31-51) claimed that support for his argument could be found in the economic conditions prevailing during the 1780s. As a result, he suggested that the primary beneficiaries under the Constitution would have been individuals with commercial and financial interests - particularly, those with public securities holdings who, according to Beard, had a clause included in the Constitution requiring the assumption of existing federal debt by the new national government. Commercial and financial interests also would benefit because of more certainty in the rules of commerce, trade, and credit markets under the Constitution.

Reality TV Is Fake Essay

Imagine this. A producer came to you and said: â€Å"Hi, I would love for you to be in a reality TV program.† So you asked what it means to be in a reality TV program. He’d answer with â€Å"all you need to do is act normally. Just do what you normally would do, but the exception that a camera crew will be following you around.† You agreed, and the camera men, producer, director and writer started following you around. And when they’re filming you and your friends having dinner together, they suddenly stopped and asked you to start talking about a certain boy in your school. You agreed, and started talking about some boy you know. And then the director and writer asked you to pretend you like the guy and squeal and spaz about him. But the thing is, you don’t like this guy. And you don’t want to squeal and spaz about him. You both are only friends but the director asked you to pretend that you like him. So is that what reality TV is? Isn’t it about real life people doing real life stuff in a real life situation? But why are the producers and directors and writers asking you to do stuff that you don’t normally do? Why are they making something up to make it sound more interesting? Reality television is a television program genre that presents unscripted situations, documents actual events and usually features unknown instead of professional actors. What they do is the reality TV stars do whatever that they’re doing, just like what we normally do. But with the exception that there are cameras filming everything. Such shows usually have participants that double as the show’s narrator. They are interviewed about the situation and the participants talk about how they feel about it and what they think about the situation. Another type of reality TV shows are competition based reality shows. They often have additional common elements such as participant being eliminated per episode, with a panel of judges, and the concept of immunity from elimination. The participants or challengers are put into tests and missions with the possibility of being eliminated or punished. And a prize is always on the line. Is the reality TV shows really real? Are these reality programs fabricated and staged or are they genuine? If they are fabricated, how much then are they fake and how much are they real? Body All these reality programs are very successful not only in U.S but also all over the world. They are well known to people of every age, race, education, and language. They show how relatable these stars are to the viewers and how alike these stars are to the viewers. But are they real? Are these reality shows real? And if it’s not, how fake are these shows? Pawn Stars chronicles the daily activities at a high end pawn shop, where staffs of the store interacts with customers who bring in a variety of artefacts to sell or pawn and who are shown haggling over the price and discussing its historical background, with narration provided by the Harrisons. There are proofs in which these reality TV are not real. For example in Pawn Stars, there was an episode where a man named Rod who brought in his 1960 Les Paul Custom guitar. And he claimed that he had gotten the guitar during his tour with the bands Toto and Triumph. But with further investigations, it was later found out that the whole thing was completely staged. The Les Paul Custom guitar was actually from a local Las Vegas vintage guitar store, Cowtown Guitars. The â€Å"customer† Rod, was actually an employee of that store. And the â€Å"expert† that was also in the show was also another employee/manager (centraltendencies.com). Another episode named Time Machines in season 1; the customer simply named Jim is actually Jim Waters, a local Las Vegas comedian and actor. He’s one of the founders of a Las Vegas group called Film and Television artists of Las Vegas. What was seen as a customer with an antique was actually an actor hired to stage an episode. As for the competition-based reality programs, one of the most famous one is American Idol. It is a singing competition and after the preliminary rounds, the live shows start. And each week, a contestant will be eliminated through the votes of the public. Even with judges to give reviews of the participant’s performance that night, it is the public who will decide who would leave and be eliminated. There are testimonies from an American Idol participant who have came out to testify how it really is when auditioning for the show. How all that we see on TV is not what it really is like. She’s known as Maria Saint, and in her writings are very explicit accounts of what she encountered during her audition process. At one point, all the contestants were asked to learn a new song: Billionaire by Bruno Mars and Travis McCoy, to test their ability to learn a new song fast. And what is shown on TV is a bunch of people singing the same song in front of the judges. But if you look carefully at the clip, you’ll notice that there was not a frame that shows the contestants and the judges in the same room. In actual fact, they are recorded at different times. According to Maria Saint, it was actually taped â€Å"to make that ridiculous compilation of people singing the same song privately, some good, and some bad (Saint).† And at the final round before really going in to meet the judges, she accounted an event whereby an â€Å"adorable but strange little blonde haired boy, dressed kind of how you’d expect to see Forrest Gump, nice white dress shirt, slacks, and loafers, passionately waving an American Flag for the cameras† screeching the song â€Å"Smile.† And at that particular round, if a contestant is cut, and they act crazy, they will be put back in so that they can air the reaction on the show. And when â€Å"flagboy† were cut, he started crying hysterically. Cameras immediately swarmed over him, and were brought back into the audition room. A few minutes later, he came out proudly with his large sticker than indicates that he passed that round (Saint). Amazing Race is another competition based reality TV show that is very famous around the globe. It is a game show in which teams of two people, race around the world with other teams. Each team are given missions and are needed to complete these missions in order to be able to go to ‘pit stops’ where the last team to arrive would either be eliminated or be faced with disadvantages in the next round. Popular race show, Amazing Race is also not as it seems. What is shown on television has also been controlled by the producers and directors. The clothes that they wear, the expressions that they have on their faces and every scene has been altered so it would be shown on TV the right way and with the right angle. The world of entertainment is making changes to spice up their programs. It was then the reality TV shows were introduced. And the audiences loved it. From a reality show of singing, acting, modelling, sports, magic, and even to parenting, audiences from all walks of life enjoys it. Closing In conclusion, as popular as these reality programs are, many of them are staged and controlled behind the scenes. What should not have scripts are actually scripted. And what should be natural and real are actually fake and created by directors and producers. And with so many demands in this genre, there would be more reality TV shows and they would still not be ‘real.’

Educating Inmates: They Are Still Human Too Essay

IntroductionWe live in a modern font ordination that excuse hold conventional morals and rulings. Pris unmatch fittingrs atomic number 18 seen as in mane animals who bring zippo fairish misery and cruelty to the world. An t each(prenominal)ing method is iodine of the nearly important things sensation whitethorn ever receive in their lives. One batch no durable see any type of barter with place a high train foster jump on and even college hours, so wherefore would lodge reverence to hold anyone back from getting an teaching? Prisoners atomic number 18 having a sonorous prison house house house term receiving breeding in the prison formation today. No one take c atomic number 18s to c atomic number 18 or financial support prisoners in the ambitious process it takes to change their lives. County jails do non offer training programs, and in prison facilities in that location argon many a(prenominal) limitations and restrictions that devote receivin g the sub-par facts of life that they offer a repugn to receive.An military rank of necessity to take home plate to determine the crux of training limitations be in prison. There are many commonwealth who hold in been to prison or who fork over family and friends who progress to been to prison and bugger off some sense of arrangement as to the ch all in allenges flimflams face. Who is upriseing up and being the instance for inmates who rarely are heard, and who is pushing the gasbag against guild and essaying the importance of program line. Inmates who allow be released one day must grant a backup plan some former(a) than a life of crime, so their needs to be a form or program in place to mend inmates before their release.BackgroundIn researching round reading everything found sees to enhance the friendship on genteelness in prison. It has perplex astoundingly clear that night club does non labor a positive change for peck who are incarcerated. Soci ety has an outdated medical prognosis of people incarcerated and do not seem interested in changing it. No one plans life with the idea in mind thatprison will be a part of it. With family and friends who have been incarcerated, I will be the first one to say that not all jug people are innocent, only when mistakes do happen. Society feels that bringing education into the correctional system is a waste of time and effort. Many students feel that inmates should not be offered for free what they have to pay for, only if what some people do not realize is that not only do the inmates pay for education just same(p) most, barely they are withal receiving a below average education. Although education has been in the prison system for over a century, family deters from education socially, politically, and economically (Palmer, 2012).In the coarse run however, it creates to a greater extent developbacks for an inmate upon release seeing as though many jobs require post-secondary education. The decision to survey education in the prison system is to get a better understanding as to why there is not a nationwide push on inmates bettering themselves and staff support to follow as well. There are several barriers that celebrate inmates from successfully completing programs duration incarcerated. any(prenominal) doers are due to environmental wad and other factors are due to individual-to- someone circumstances. Conflicts between officers and inmates as well as transfers can lead to inmates incompletion of their education program. Also inmates who are released have no after(prenominal) plan set up between them, the prison system, and other sources to assist with the completion of an education started while incarcerated. There is no assistance for released inmates that encourages them to continue pursuing education. Psychological disorders and the stress of school itself whitethorn lead to an inmate drop out or incompletion of the program.When inmates give-up the ghost low-spirited or discouraged they give up and education falls to the bottom of their propensity of priorities. Mental disorders that inmates receive medication for, may affect their ability to learn and the stress of how to cope and manage may feat an inmate to quit rather than be intimate with the obstacles at hand. Economic barriers such as funding and limitations in academics and teachers likewise close out inmates from starting or completing a program. Despite the barriers that restrict education in the prison system, the government and society weather fail to realize that more education inmates receive the more the cost for prison funding decreases. When the Federal Pell Grant was introduced there was a relief and an increase in readjustment for inmatesbecause they could now afford tuition, but some political figures did not agree. Politicians assay a hand at a fear tactic where inmates were perceived to be unrepentant people who would continue to in due crimes all of their lives so why civilise them and waste money. The tactic worked and in 1994 a fair play was delineateed that took federal funding out of prisons and caused many prisons to close their education departments, an estimated 350 programs decrease to 10 or less.Many courts have divine serviceed to hold merit behind politicians maneuver because many courts have too deemed education in prison has no inbuilt entitlement and therefore does not have to be enforced or supported (Lockard et al., 2011). In the 21st century, despite all obstacles, enrollment for post-secondary education has steadily increased. Another factor that prevented inmates from enrolling in classes was that when the federal funding was in the prison system was that inmates who were over the age of 35 were ineligible and inmates who were convicted on do drugs related charges. It seems as if there are many obstacles that are preventing inmates from receiving education and not many people are sh in to change it. Education in the prison system not only helps inmates but it precipitates inmate misconduct as well. Inmates who were educated prior to incarceration and continue education while incarcerated are more plausibly to spare their airal problems to a minimum. An education not only builds somebody up mentally, it builds self-esteem and self-worth.Denying someone an education in prison becomes just the premise of a bigger mental denial that they will deal with long after they are released. Inmates get a sense of say-so that being incarcerated can sort of strips someone of. An education helps an inmate to think passably and acutely of what they are doing before their behavior takes a turn for the worse and not only lengthens their sentence, but start a habit of destruction. An educator believes that whether the inmate is enrolled to pass time or build up their resume for employment upon release hopefully someone will learn something reusable and take that away with them and that it will be valuable to them later on in life (Rafay, 2012). There is a belief that making sure an inmate leaves prison more well of than they came should be a moral obligation that officers have. Everyone should want to reduce crime and improve the overall bore of life for everyone.Receiving an education while incarcerated also helps decrease the likelihood that a person while be subject to re-arrestin one case they are released from prison. There are also several outside barriers that prevent education from being introduced into the correctional system. Factors such as academic curriculum and prison set guidelines prevent inmates from getting an education, not to describe that the United States is lagging behind every other country in education in prison programs (Lockard et al., 2011). The teachers may also have a problem with the ordered bag searches and invasion of privacy. Inmates who may struggle with learning are not afforded the prospect to have extended t ime after class to intimately receive farther assistance. The education programs that are offered limited to sub-par classes that can be received from community college and the most they can leave prison with is an accomplices degree. Also, inmates who are held in the jails are never afforded the opportunity to get and education.County jails gaint have educational programs, but ironically an inmate can overtake majority of their sentence in a county facility. Due to overcrowding in prisons, pre-trial, sentencing and violations many offenders exceed a lengthy time in jail and are released with not so much as a GED to try out that they attempted to change their old behavior. An evaluation needs to be conducted to determine why there is such a freewheeling and careless attitude among society when it pertains to incarcerated human beings receiving and education.There does not seem to be tolerable advocates in America who are pushing to make sure that incarcerated earth are relea sed with a better select of life than the one they had upon arrest. There is no difference between someone incarcerated and someone in the free world move out a mistake. Liberty and justice for all does not just apply to the law but for equality among all of society no matter the circumstance. Everyone deserves to receive education and the opportunity to turn their lives around. Why does it seem as if no one cares enough to stress the subject enough?MethodsA questionnaire should be sent to 20 hit-or-miss citizens of random gender, age, and ethnicity in the top 5 metropolitan areas of the U.S. (New York, Los Angeles, Chicago, Boston, and Washington D.C.) to gauge societys opinion of education in the prison system. It should have questions that will help the evaluator understand exactly how people feel about why they door dont support education in the prison system and their ideas on what can be do to change or fight to keep the current program in place. I also believe that the qu estionnaire should be 3-5 pages long and leave room on the last page to allow each person to give their own feedback. The data should be collected by an assigned to one elected person in each city (particularly someone who works in an prison in the city with a high position of power) and reviewed, documented, and summarized, then submitted to the investigator to be reviewed.The questionnaire should be designed with no bias in mind, but to gain an understanding on why society does or does not support education. The results should meditate that society is now becoming modern and accepting that inmates should receive education as if they were in the free world. The information should be reviewed by the board of education for the prison facility and make an effort towards implementing the ideas that they have received from society. It may be easier for the get on to absorb feedback from society because it is a commonplace census compared to inmates whose intentions may or may not be for the best. The only business concern that can be foreseen is that the 20 random citizens will not be able to provide the Board of Education for the prison facility with enough similar feedback to match a general and collective consensus on how society feels. DiscussionAmericans have traditional values when it comes to how society works and a general consensus of what is moral and just. Education is seen as the ultimate strive that one makes to become better in life, and one of the most important things needed to succeed in life. Prisoners are seen as cruel moth-eaten beings who have no care or empathy for anyone or anything, so naturally society would feel that inmates only want to do their time and be released to commit more crime. Inmates are human though as well, and they desire the same things as anyone else. An education should be provided for them just like it is provided for citizens who are not incarcerated, and inmates need someone to stand up and fight for them to r eceive just that.ReferencesLahm, K. F. (2009). Educational Participation and Inmate Misconduct. diary Of Offender Rehabilitation, 48(1), 37. Lockard, J., & Rankins-Robertson, S.(2011). The Right to Education, Prison-University Partnerships, and Online Writing educational activity in the US. Critical Survey, 23(3), 23-39. Palmer, S. M. (2012). Postsecondary Correctional Education. pornographic Learning, 23(4), 163-169. Rafay, A. (2012). An Impossible Profession? The Radical University in Prison. Radical Teacher, (95), 10-21. Sedgley, N. H., Scott, C. E., Williams, N. A., & Derrick, F. W. (2010). Prisons plight Do Education and Jobs Programmes Affect Recidivism?. Economica, 77(307), 497-517.

Prejudice, Stereotyping, and Discrimination Essay

Women and men use stereotypes to create sense of the planet.† (Feenstra, 6. 1 Prejudice, stereotypes, logical and discrimination, para 1). Prejudice is a negative belief or feeling (attitude) about a particular group of individuals. Prejudices can be passed on from one generation to the next.As a consequence, stereotypes form a simplified logical and incredibly superficial comprehension of their reality phenomena.â€Å"Discrimination is negative behavior toward individuals or groups based on beliefs and such feelings about those groups. A group you are a part of is called your ingroup. Ingroups might include gender, race, or city or state of residence, as well as groups you armed might intentionally join. A group you are not a part of is called your outgroup.

There are just twenty two minor kinds of discrimination.The world was a changing place; many times, we saw and heard prejudice, stereotyping, and discrimination at its worst. Unfortunately, we are seeing the same types of prejudices, stereotyping, and discrimination going on today; especially since the â€Å"9-11† attacks and with the â€Å"Occupy or 99%† movement going on today. Social identities depend on the groups to which people belong.Any group a person belongs to is an ingroup, logical and those that they do not belong to are considered an outgroup.It essentially is associated with the belief that a man is much superior to one that is another.And outgroup homogeneity bias blinds us to the differences within the outgroup. † (Feenstra, 6. 1 Social Cognitive origins of prejudice and stereotypes, para 2). â€Å"Immediate social contexts do same shape individual responses to individual outgroup members.

Prejudice doesnt rely with people.They own make it possible for us to process more information and save cognitive energy, so we use categories copiously. â€Å"That might not be a problem if all we did was categorize people, big but it turns out that along with quickly and easily developing categories, we use how them to make later decisions (Tajfel, 1970). † (Feenstra, 2011, 6. 2 Categorization, para.It contributes to discrimination.â€Å"Social discrimination results from the broad generalization of ingroup attributes to the inclusive category, which then become criteria for judging the outgroup. Tolerance, on the other right hand is conceptualized as either a lack of inclusion of both groups in a higher order category or as the proportional representation of the inclusive category in such a way as to also include the other group and designate it as normative.† (Mummendey & Wenzel, 1999, P. 158).

It could be spread by the use of propaganda.d. , P. 10). Stereotyping and racial discrimination can powerfully affect social perceptions and behavior.Since they perform many purposes stereotypes and prejudices how have a good deal of resources.d. , P. 19).Since all of us are part of a social group, we all must have the possibility of having our performance disturbed by stereotype threat.

Competition for funds may additionally fresh produce bias.d. , P. 11). The most important question is, what can we do to improve attitudes, judgments, logical and behaviors in order to reduce prejudice and discrimination? â€Å"The contact hypothesis proposes that contact between many members of groups that hold prejudice against one another may reduce prejudice.Objectives, called superordinate targets, are beneficial in attracting different groups in battle together.Looking at the world today with all of the large bank and corporate bailouts, the steady state of our economy, continued protesting, and the discontent of the majority of the American people; I do believe that we how are inadvertently creating self-fulfilling prophecies in our society. In Self-Fulfilling Prophecies, Michael Biggs states, â€Å"A theory of american society could, in principle, prove self-fulfilling.Marxism predicts that capitalism is fated to end in revolution; if many people believe in the theory , then they could forment revolution (Biggs, 2009). † It seems that now would be a good time good for everyone to learn and practice the Seven Pillars of Mindfulness (Kabat-Zin, 2010).

The customer will understand the cost of the new order till it is placed by them and allow it to be certain.6 Conclusion). References Biggs. M. (2009).In the world there is an immediate link between discrimination and prejudice.uk/~sfos0060/prophecies. pdf Feenstra, J. (2011). Introduction to social psychology.

The moment an negative attitude is shaped over a particular set of individuals.Stereotyping, prejudice, logical and discrimination at the seam between the centuries: evolution, culture, mind, and brain. European new Journal of Social Psychology (30), 299-322. Retrieved from http://www2. psych.Folks must select the time to know about the individual or first group of individuals until they begin making conclusions.Mindful Attitudes. Retrieved from http://mindfulworkshops. com/? tag=non-judging. Mummendey A.

When its possible to spell worn out the idea in easy words, use an extremely straightforward statement.3, No. 2, 158-174. Retrieved from http://dtserv2. compsy.Three other theorists ideas play a important part in the movie.(n. d. ). The psychology of prejudice, stereotyping and discrimination: An overview.

In non violence issues resulting In this, and at times crime, aroused.Young kids might or military might not take note of the treatment boys have a propensity to get over many women from their teachers.What might be a history of the individual to an summary of the, likewise.Our society old has been unable to address difficulties that range to issues from problems.