Section 176 Of Companies Act 1965 Essay Example for Free

Section 176 Of Companies Act 1965 Essay In Malaysia companies Act 1965 (CA), is one of the vital statutes which govern and regulate the formation and operation of a company. All the sections in this statute govern each and every part of company governance. In this case section 176 of Companies Act plays a very important role on arrangements and reconstruction of a company when the company heavily burdened with debt. Financial crisis is the most dangerous and a serious disadvantage for a company, in such situations companies normally will use this provision to escape and avoid liabilities against their creditors. This section allows the company to make arrangement and reconstruction where they can negotiate with the other parties such as creditors regarding the debt they owe. Section 176(5) of CA, must be read together with section 176 (3) of CA, where this section stress that the order made under subsection (3) is not valid until a copy of the said order is given to the registrar and only after the order is lodged, the said order will carry a binding effect from the date of the order lodgment. On the other hand, if the court find is reasonable than the court may determine any earlier date as specified in the order. This section basically talks about the date and effectiveness of the notice which been agreed by members and creditors as per subsection (3) of this provision.1 According to subsection (6), a copy of the order which made under subsection (3), must be put together or annexed with every single copy of the company’s memorandum which is issued after the order made under subsection (3).2 In the event where the company does not have a memorandum, than the order should be annexed to all instruments constituting or defining the constitution of the company. This is generally to give knowledge to a third party about the agreement between the company and the members or creditors. In this case the court may and have power to determine the period of time where the company shall comply to subsection (6). This can be seen in subsection (7) of the same provision.3 Any company fail to follow subsection (6) will be guilty of an offence against subsection (9) of the same provision where penalty of RM 2,000.00 will be imposed.4 Section 176 (10) of CA, govern the power of court to restrain proceedings.5 Here in this subsection, when there is no resolution or arrangement is made by members and creditors with company, the court have power to restrain further  proceedings in any action against the company. There are certain things the company has to do once the company obtains such order from the court. First, the company shall lodge a copy to Suruhanjaya Syarikat Malaysia (SSM). Second, the company should publish the obtained order in newspapers so that all the members and creditors of the company can know about the restrain order. Subsection (10A) says that the court may grant the restrain order for a period of not more than 90 days but there are four situations where the courts can extent the period of the restrain order for good reason. Firstly, the court must be satisfied that there is a proposal for compromise or arrangement between the company and the creditors and the creditor who representing this must hold one half of the value of all creditors which is basically 50 percent. Secondly, the court must feel that the restraining order is important for the company and the creditors to make arrangements or scheme of compromise for the approval of the creditors. Thirdly, a statement in the prescribed form must be made before three days before of the application of the order. Fourthly, the court must approve a nominated person among the creditors to act as a director of the company. These four things must be satisfied by the court for the court to give extension of time for the restrain order.6 In the case of PECD Bhd Anor v. Merino-ODD Sdn Bhd Ors the court held that, for the court to grant the extension of time more than 90 days, the company should and must follow the entire four things which stated in subsection (10A) of section 176.7 About the good reasons, Justice Vincent Ng have stated that the word good reason in section 176(10A) of CA, refers to the applicants’ bona fide intention and action to make arrangement or scheme of compromise in the case of Metroplex Bhd Ors V Morgan Stanley Emerging Markets Inc.8 Section 176 on the CA is actually a sealed but not a sword. The intention of section 176 CA is actually to help companies which face some serious financial problems and debts to the creditors. This provision is must be used by the companies to prevent bankruptcy and as a chance to settle the debts to the creditors. However, some companies may misuse this section for their own enjoyment or benefit which was not and never the intention of parliament for enacting this provision. When companies start to misuse this provision, the objective of this provision is misinterpretated. This  misinterpretation can be said as one of the reason for financial crisis in 1997. Some companies may use these provisions to cheat the creditors of the company; in this case the improper usage of this section may lead to injustice to creditors. As a conclusion, section 176 of CA is very important provision which should be interpreted as per the original intention of the enactment. This provision is very helpful for the companies in financial difficulties and it will provide room for the companies to run their business and gain profit to overcome the debts. This provision also does not violate the rights of the creditors where by using this provision the company cannot escape the debt but only can obtain some time extension to repay it. This section must be used in a good manner so that the company and also the creditors do not held in injustice.

Dental Prosthetic for a 5 Year Old Child

Dental Prosthetic for a 5 Year Old Child

Tensile Strength Test Of Concrete Engineering Essay

Tensile Strength Test Of Concrete Engineering Essay Concrete is a widely used construction material in the world. It is one of the most versatile, durable and environmental friendly material. Most importantly concrete is good at compression and is completely non-combustible, which makes it popular in this industry. But concrete has low tensile strength causing concrete to behave in brittle manner. This nature in concrete has lead to numerous test and research in order to increase the tensile properties of concrete. History of concrete dates back several thousand years to the day of the ancient Egyptians, the Greeks and the Romans. These early concrete compositions were based on lime although the Romans are known for their development of pozzolanic cement and lightweight concrete based on pumice. The credit for the introduction of steel as reinforcement is variously attributed to Lambot in 1855 for ferrocement boats, to Monier in 1867 and to Hennebique in 1897 who built the first reinforced concrete frame building. But the Notable steps forward in this century have been the introduction of pre-stressed concrete by Freyssinet in the 1940s and the motorway-building boom of the 1960s involving concrete pavements and bridges. Although the vast majority of concrete structures have performed satisfactorily for many years such progress has not been made without its problems. 1.1 HIGH STRENGTH CONCRETE High strength is a concrete which has a cylinder compressive strength greater than 6000psi or 42 MPa. Generally, for building high rise structures, concrete with cylinder compressive strength over 140 MPa is used. In some laboratories in United States and Europe, a concrete with strength over 315 MPa has been produced, however, the problem with such strength is that it reduces the ductility of structure. Higher strength concretes leads to cost effective structural systems. Using such concrete, overall weight of the systems on the foundation reduces, resulting in size reduction, increase in available occupancy space, and thus cost of components. Many factors are taken into account for making a high strength concrete. Generally, such a concrete contains a higher Portland cement, strong aggregates, and a low water/cement ratio. Now-a-days, addition of super plasticizers, blast furnace slag, polymers, water reducing admixtures or silica fume are common 1.2 HISTORICAL DEVELOPMENT OF HIGH STRENGTH CONCRETE In last half decade, the compressive strength of commercial concrete has tripled approximately from 5,000 psi to 14,000 psi. In 1950s, a ready mixed concrete of design strength of 5000 psi was called as high strength. A decade later, Washington state highway department specified 6000 psi strength concrete for prestressed girders. High strength concrete made constructions such as 311 South Walker Drive concrete building; East Huntington, W.V., and other long span cable stayed bridges. Increased use of mineral admixtures and chemicals in 1960s lead to an increase in attainable strength. In 1973, Japan national railway built three high strength concrete bridges and they were found to meet all expectation by serving for over 20 years. Chicago city played a very important role in the evolution of commercial high strength concrete. The inventors of micro-silica concrete (MSC) realised that Chicago inner city development would be quite beneficial , which indeed was, and hence, with appointing high strength concrete pioneer, William Schmidt, they targeted an increase upto 6000 psi for a new 40 story tall Outer Drive East Condominium Project, using normal weight concrete. In 1072, the first 7500 psi concrete was used for a 52 story tall Mid-continental Plaza. Later, in 1974, 9000 psi concrete was supplied to 74 stories tall Water Tower Place, which was the tallest building at that time. In late 1980s, very high strength concrete as being successfully developed in many parts of North America. One of the best examples is Two Union Square in Seattle which is a 220 m tall, 58 story building. The original concrete specified for them was 14000 psi at 28 days, however, to incorporate a static modulus of elasticity of 50 Gpa, the concrete was upgraded to a compressive strength around 19000 psi. A test conducted after 4 years found that the compressive strength and modulas of elasticity were 19900 psi and 5.6 Gpa, respectively. Now-a-days, 14000 psi at 56 days is commonly used in many metropolitan cities. 1.3 MOTIVE FOR DEVELOPMENT of High strength concrete Modern methods have improved the quality of concrete by many folds. Aspects such as, long term failure studies, development of effective and powerful instrumentation, molecular structure of material, increased need of materials better for larger structures and increased ductility, and decrease of cost effectiveness of traditional material have redefined concrete. These days, concrete structural systems build from 15000-20000 psi concretes can be found quite easily. However, factors such as newer components or admixtures, microstructural studies, better material selection proportioning, long term performance, blended cement compositions, placement techniques and others; provide an ample scope of improvement. For e.g., use of slags and pozzolans as cementitious replacements contribute to energy conservation and disposal of industrial by-products, besides higher strength. Improved cements such as densified cements (DSP) and macrodefect free cements (MDF) and composite advancements, for e.g., slurry infilterated fiber concrete (SIFCON), have allowed the builders to achieve concrete with strengths up to 300 MPa. A very nice example of such concrete use is the undersea tunnel connecting British Isles and France. 1.4. APPLICATIONS OF HIGH STRENGTH CONCRETE The use of high strength concrete has been increasing considerably high in construction world because of both technical and economical advantage. The use of HSC provides more economical construction due to reduced member cross-section and dimensions. HSC has been extensively used in high rise building and highway bridges. Major area of use has been high rise buildings. Tall construction feature whose construction would have been not possible in terms of durability and long term performance have been successfully constructed using HSC. The use of HSC helps in the reduction in structural member size, reinforcement percentage increasing floor space and decreasing dead weight. One of the examples of high rise building is the Mercantile Exchange building in Chicago which used 9000psi concrete. The other application of HSC is in prestressed Bridge girders. The use of HSC would allow using greater spans for a given number of girders as compared to NSC. Again for a given span, use of HSC provides economical cost by reduction in labour cost in the production of girders, transportation cost, erection cost and overhead expenses. Japanese I-shaped, box and rectangular section bridge girders have been constructed using 8500psi concrete where the spans are between 100 to 280 ft. One of the examples is Bennett Bay Bridge, Idaho which has which 1730ft segmental girder with two centre spans of 520ft and end span of 320ft. 1.5 DISADVANTAGES OF HIGH STRENGTH CONCRETE HSC has brought about a lot of construction possibilities which would not have been possible with NSC. However HSC comes with some disadvantages too mainly because of lack of research and information about its behaviour in real construction field. As HSC is composed of mineral and chemical admixture, increased quality control is required. In codes minimum thickness and cover have been specified preventing realization of full benefit of using HSC. It can be difficult to cure adequately due to self-desiccation of low water/cement ratio mixes. HSC possess increased permeability which makes curing difficult as it prevents applied curing water from compensating any initial moisture loss. These are the disadvantages relating the use of HSC in real construction filed. 1.6 RESEARCH OBJECTIVES The main objective of this research is to determine the true uniaxial tensile strength of concrete by carrying out a series of cylinder splitting test, modulus of rupture test and cylinder compression test. The research aims to utilise the simple correction factors proposed by Raoof and Lin (1999) which aims to overcome the shortcomings associated with the closed form formula used in the Brazilian concrete splitting test. Many experimental tests on various concrete mixes had been already carried out for the verification of the proposed correction factor. The criteria for this research were based on 3 days compressive and tensile strength of high strength concrete with total of 16 batches using two types of coarse aggregate. Also few batches testing were done for normal strength and self compacting concrete. In this research effect of constituent materials will also be studied. The purpose of this research is to compare and contrast the use of correction factors with the results the results obtained from previous experiments. 1.7 RESEARCH SCOPE The scope of this research included computation of splitting tensile strength, compressive strength and modulus of rupture on normal, high and self compacting concrete. The mineral admixtures, which have been used for this research project, were compromised of silica fume, fly ash. The superplasticiser and viscosity modifying admixture that was used in this research were Sika ViscoCrete10 and structure 480respectively. All the admixtures used in this research are used in real life applications. 2. LITERATURE REVIEW High strength concrete has been classified as one of the advanced construction materials. High strength concrete has both economical as well as durability benefits. It helps in the reduction in formwork area and cost with the accompanying reduction in shoring and stripping time due to high early age gain in strength. The composition of high strength concrete constitutes of mineral admixtures which provides a base for the use of waste products. 2.1 PREVIOUS RESEARCH WORK ON HIGH STRENGTH CONCRETE High strength concrete uses various mineral admixtures such as silica fume, fly ash, granulated blast furnace slag and superplasticiser which increase the strength of High strength concrete. Most applications of high-strength concrete have used the strength property of the material. However, high strength concrete may carry various other characteristics that can be of great advantage for construction industry. Various researches have been carried out on high strength concrete in order to study other characteristics of HSC. Some research work that had been carried out on high strength concrete has been summarised below: M. Mazloom A.A. Ramezanianpour, J.J. Brooks(2004): carried out in joint collaboration between UK and Iranian university presented experimental work on short- and long-term mechanical properties of high-strength concrete containing different levels of silica fume. In this research the cement was replaced by silica fume with 0%,6%,10% and 15%. The researchers found that as the proportion of silica fume is increased the workability of concrete decreased but its short-term mechanical properties such as 28-day compressive strength and secant modulus improved. The mix portion sued in this research is shown in the table below. For each mix, the following specimens were made: 24 samples of 100 mm cubes for compressive strength; eight 80 x 270 (diameter x length) mm cylinders for creep; four 80x270mm and four 150x300mm cylinders for shrinkage; two 80270 mm and two 150x300mm cylinders for swelling. From the test carried it was also established that the percentages of silica fume replacement did not have a noticeable effect on total shrinkage. Moreover the compressive strength of the concrete mixes containing silica fume did not increase after the age of 90days. K. Lahlou, P.-C. Aitcin O. Chaallal (1992): This research presents the behaviour of High-strength concrete under confined stress. The investigation was carried out on three 28 day strength levels: 50, 80 and 115 MPa where the actual mixes used resulted in strength of 47, 78 and 115MPa.The study showed that improved confinement provides increased compressive strength. As a result a new ultrahigh-strength concrete of strength 250MPa was produced. Other outcome of the research was that the confinement efficiency increased with the increase in the compressive strength of the concrete. Zhen-jun He, Yu-pu Song (2010): this is one of the most recent researches carried out in china to study the failure criterion and triaxial strength of HSC before and after high temperature. HSC is susceptible to spalling, or even explosive spalling when subjected to rapid temperature rise as in the case of a fire. Though high strength concrete has been greatly used but very little research has been carried about the effect of high temperature on the concrete structure Triaxial tests were performed at all kinds of stress ratios after exposure to normal and high temperatures of 20,200, 300, 400, 500, and 600  °C, using a large static-dynamic true triaxial machine. The study showed that no explosive spalling was observed during the high temperature temperatures ranging from 200  °C to 600  °C. Also there was no change in the failure modes with the increase in the temperature where the failures under uniaxial tension were tension failure. The uniaxial compressive strength of plain HSHPC was not decreased after 200 and 300  °C. The brittleness-stiffness of HSHPC specimens between 200  °C and 300  °C is higher than that above 400  °C. The temperature around 400  °C is critical to the ultimate strength that decreases rapidly. The increasing extent of the triaxial to uniaxial compressive strength depends on the stress states, the stress ratios, and the brittleness-stiffness of HSHPC after different temperatures. M.I. Khan, C.J. Lynsdale (2002): the corrosion of steel reinforcement is a common cause of deterioration in reinforced concrete. The use of blended cements or supplementary cementing materials decreases the permeability, thereby increasing the resistance of concrete to deterioration by aggressive chemicals. The investigation carried out by Khan and Lynsdale (2002) aimed at developing HSC and carryout investigation into the optimisation of blended cementitious system for the development of HSC. PFA at 0%, 20%, 30% and 40% (by weight) was incorporated as partial cement replacement. To these blends, 0%, 5%, 10% and 15% SF replacement levels were incorporated to make various binary and ternary cementitious combinations. Cube compressive strength and cylinder splitting strength test was carried out and the oxygen permeability was measured using the given equation: From the experimental results it was noticed that as curing age increases, the reduction in strength with increasing PFA content becomes less apparent, especially for PFA contents J.J.Brooks, M.A. Megat Johari, M. Mazloo (2000): Chemical admixtures play a vital role in the production of High-strength concrete. Metakaolin (MK) is one of the new admixture commercially introduced. It is very important to know the setting characteristics of concrete as it helps in the scheduling of concrete construction operations. In this research the effect of chemical admixtures and shrinkage reducing admixtures (SRA) on the setting time of HSC was investigated using the penetration resistance method (ASTM C 403). The penetration resistance (P) of all the different concrete mixes was expressed as P=aebt i.e. P was expressed as the exponential function of time. The general effect of the admixture retarded the setting times of HSC while the SRA had significant retarding effect when used in combination with superplasticiser. As a whole the conclusive statement is that increasing the levels of SF, FA provides greater retardation in the setting time of HSC. 2.2 PREVIOUS WORK ON TENSILE STRENGTH PROPERTIES OF HIGH STRENGTH CONCRETE Tensile strength of concrete is one of the basic and very important properties of concrete. The knowledge of tensile strength is very important in designing concrete structure. Various tests have been carried out in order to determine the tensile strength of concrete. Traditional direct tensile strength test are not commonly acceptable as it suffers many drawbacks. In these tests there is huge stress concentration near the grips and non uniform distribution within the sample. Researches have shown that results from such experiment are low and coefficient of variation is low. Hence more research has been carried out in order to find the true uniaxial tensile strength of concrete. Zhuhai lin and Laurence Wood (2003): After the proposal of correction factor by Raoof and Lin (1999), further research into the correction factor was carried out by Lin and Wood in 2003. In this research assuming uniaxial tensile strength and properties of the concrete, the Brazilian cylinder splitting test was analyzed by the isoparametric nonlinear finite strip element. The result from the research showed that at the onset of cylinder failure the tensile strength along the vertical diameter of cylinder was smaller than the assumed uniaxial tensile strength which means the splitting test underestimates the uniaxial tensile strength of concrete. The study also showed the effect of width of packing strip together with the ratio of (ft/fc) for the compressive strength constant at 30 N/mm2 and showed a linear relationship. According to Lin and Wood the range of correction factor for 30N/mm2 is about 1.09 to 1.40 for packing strip of 12mm, 1.10 to 1.44 for 13mm width, 1.09 to 1.41 for 14 mm and 1.09 to 1.39 for 15mm packing strip width V. Ramakrishnan, Y. Ananthanayayana, K. C. Gopal : As we already mentioned that different test have shown different values of tensile strength for the same concrete mix. V. Ramakrishnan and his associated carried out a research to compare the results in the various tests and to study the uniformity of the results. In this research over 600 specimens were tested for 28 days target strength. A comparative analysis of tensile strength test was carried out and the results were compared against cube compressive strength as shown in the plot above. After laboratory work it was found that modulus of rupture does not give the true tensile strength but only gives the highest value of tensile strength and lies between 1.3 to 2 times the cylinders splitting strength. The cylindrical splitting test was taken satisfactory as it gave more uniform and consistent results than other tensile strength tests. M.F.M. Zain et al: computation of correction factor for the determination of true tensile strength of HSC depends upon the compressive strength of HSC. It is very important to show the relationship between tensile splitting test and compressive strength of HSC. Zain and associates carried out a research in 2002 in order to determine the relation of splitting tensile strength of concrete with compressive strength, water/binder (W/B) ratio and concrete age. After the investigation a relationship between tensile strength, compressive strength and concrete by age was proposed which is . Plot for this relation is given below. The relation given above for the prediction of tensile strength of concrete was compared with French code, ACI code and CEB/FIP code and found to be very close. Hence this equation can be helpful in estimating the Splitting tensile strength of HSC. S Bhanja, B Sengupta(2005): Our research aims to use silica fume as one of the mineral admixture on HSC mixes. Many researches have been carried out to investigate the mechanical effect of silica fume on HSC but very few are carried out in order to analyse the effect of silica fume on tensile strength of concrete. S. Bhanja (2005) carried out research to develop a better understanding on the isolated contribution of silica fume on the tensile strength of concrete. In this experiment 32 mixes with silica fume binder ratio from 0.0 to 0.3 were tested for 28 days strength. From the research it was found out that the use of silica fume improves the tensile strength of concrete and depends upon the water cementitious material ratio of mix. Flexural strength showed greater development than splitting tensile strength. Two expressions were developed to establish the relationship between flexural strength, split tensile strength and compressive strength of silica fume concrete. It was also established that increase in tensile strength beyond 15% of silica replacement was almost irrelevant. 2.3. TENSILE STRENGTH TESTING OF HIGH STRENGTH CONCRETE Although concrete is not normally designed to resist direct tension, the knowledge of tensile strength is of value in estimating the load under which the crack will develop. One of the most well known mechanical properties of concrete is that the tensile strength is 8 to 10 times less than compressive strength. Because of such a low tensile strength, the crack can be seen on the surface of concrete structure. Tension failure is still one of the most important issues because it influences the serviceability significantly. Tensile strength is one of the most important parameters used to evaluate tensile failure of a concrete. Tension tests are needed for concrete as complement to standard compression test in order to obtain a better assessment of structural performance. According to various research and literature review carried out it has been revealed that direct tension test are unsuitable as the results from such tests suffer from inconsistencies due to several uncontrolled variables. It is difficult in this test to avoid stress concentration near the grips and non-uniform stress distribution within the sample. Evans and Wright confirm that the results obtained in the direct tension test of concrete are low and the coefficient of variation is great. Hence this type of test is no longer accepted as reliable. The splitting test is rather simple to perform, does not require other equipment than that needed for the compression test, and gives an approximately similar value of the true tensile strength of concrete (Neville, 1971). According to investigation of splitting tensile strength carried out by O,Neil (2002) , the addition of silica fume, high-range water reducing admixtures and special curing conditions the tensile strength of the concrete wa s higher than that of conventional concrete. The tensile tests that are commonly used and that has been used in this project are detailed in full below: 2.3.1. MODULUS OF RUPTURE OR FLEXURE TEST A direct application of a pure tension force, free from eccentricity is difficult, and is further complicated by secondary stresses induced by the grips or by embedded studs. Because of these difficulties, it is preferable to measure the tensile strength of concrete by subjecting a plain concrete beam to flexure. This is in fact one of the two standard tension tests. The theoretical maximum tensile stress reached in the bottom fibre of the test beam is known as the modulus of rupture. The value of modulus of rupture depends on the dimensions of the beam and, above all, on the arrangement of loading. Two systems are used: a central point load, which gives a triangular bending moment; and symmetrical two-point loading, which produces a constant bending moment between the load points. Since concrete consists of elements of varying strength, it is to be expected that two-point loading will yield a lower value of the modulus of rupture than when one point load is applied. The centre- poin t loading has been discontinued both in United Kingdom and the U.S. Figure 4 Two point flexure test BS 1881: Part 4:1970 prescribes third-point loading on 150 by 150 by 750mm beams supported over a span of 600mm but when the maximum size of aggregate is not more than 25mm, 100 by 100 by 500mm beams with a span of 400 mm may be used. There are four possible reasons why the modulus of rupture test yields a higher value of strength than a direct tensile test made on the same concrete. The first one is related to the assumption of the shape of the shape of the stress block. The second one is that accidental eccentricity in a direct tensile test results in a lower apparent strength of the concrete. The third is offered by an argument similar to that justifying the influence of the loading arrangement on the value of the modulus of rupture. Fourthly, in the flexure test, the maximum fibre stress reached may be higher than direct tension because the propagation of a crack is blocked by less stressed material nearer to the neutral axis. Thus the energy available is below that necessary for the formation of new crack surfaces. The requirement for ASTM Standard C 78 75 are similar to those of BS 1881: part 4: 1970. If fracture occurs within the central one-third of the beam the modulus of rupture is calculated on the basis of ordinary elastic theory, and is therefore equal to PL/ (bd2). Where P= the maximum total load on the beam L=span b= width of the beam d= depth of the beam. If however fracture occurs outside the load points, e.g. at a distance a from the near support, a being measured along the centre line of the tension surface of the beam, then the modulus of rupture is given by 3pL/(bd2). This means that the maximum stress at the critical section, and not the maximum stress on the beam, is considered in the calculations. 2.3.2. CYLINDER SPLITTING TEST The splitting tensile test is used worldwide to measure the tensile strength of concrete. In splitting test a cylindrical or prismatic specimen is compressed along two diametrically opposed generators as shown in the in Figure 5 to prevent multiple cracking and crushing at the points of loading, the load is distributed through two bearing strips whose width differs in the various standards. If the material behaviour is linear-elastic, this geometry leads to nearly uniform tensile stress alone the plane of loading, and the expected rupture mode is the splitting of the specimen in two halves across that plane. In the case of concentrated loads, the maximum tensile stress on this plane can be calculated by à Ã†â€™ max = Where à Ã†â€™ max is the maximum tensile stress in the specimen when the applied load is P, D and B are the specimen depth and thickness respectively. Figure 5 Specimen positioned in a testing machine for determination of splitting tensile strength. Following the standards the maximum tensile stress at failure is a material property called splitting tensile strength. If the load-bearing strips are narrow enough to consider the loading concentrated, and the material behaviour is linearly-elastic -brittle is close to the tensile strength determined by ideal uniaxial tensile test. The tensile strength is evaluated in the standards by fst = Where Pu is the maximum load recorded during the test. The splitting tensile strength is then calculated on the assumption of a hypothetical load bearing strip of zero width. One of the main advantages of the splitting test is that only external compressive loads are required. A cylindrical or prismatic specimen is compressed along two diametrically opposed generators so that a neatly uniform tensile stress is induced in the loading plane. To avoid local failure in compression at the loading generators, two thin strips, usually made of plywood, are placed between the loading platens and the specimen to distribute the load. The specimen fails by splitting because of the induced tensile stress state. The maximum value of the tensile stress, computed at failure from the theory of elasticity, is the splitting tensile strength, ordinarily assumed in the standards to be a material property. The splitting test is simple to perform and gives more uniform results than other tension tests. The strength determined in the splitting test is believed to be closer to the true tensile strength of concrete than the modulus of rupture the splitting strength is 5 to 12 percent higher than the direct tensile strength. It has been suggested, however, that in the case of mortar and lightweight aggregate concrete, the splitting test yields too low a result. With normal aggregate, the presence of large particles near the surface to which the load is applied may influence the behaviour. According to Minders et al, 2003 as the age and strength increase the ratio of tensile to compressive strength decreases (figure ..) Probably due to the effect of drying shrinkage cracks air curing when compared with moist curing reduces the tensile strength more than the compressive strength.

Comparison of the Vietnam War and Trojan War :: compare contrast

The Vietnam War and the Trojan War were two separate tragedies that took place in very different time periods yet. They have many things in common such as their senselessness, the brutality shown, and the way the soldiers were treated when they returned to their homeland. In this paper we will touch on those three topics explaining the petty causes of the war and how cruelly the opposing potencies attacked the enemy. Also, we will discover the great similarity in how the soldiers were treated upon returning from the war and how the war affected their lives. Most historians view the nature of the Vietnam War as rooted in the history of the French colonies in Vietnam and the growing ethnic, political, and economical division between Catholic and Buddhist Vietnamese. (Brigham, Robert, Hoffman, Kenneth) At the end of World War II, Japanese forces in Indochina turned over power to Vietnamese Nationalists. Japan had created an independent Vietnamese government. Japan allowed this government to be displaced by the Viet Minh under Ho Chi Minh. (The History Place, Beginner’s Guide) The next month, a British force landed in southern Vietnam and occupied Indochina. (The History Place) The French eventually gained back some control over parts of Vietnam. In early 1946, the French began a series of dual negotiations with the Chinese and Viet Minh over the future of Vietnam. After failed negotiations with the French over the future of Vietnam, Ho Chi Minh and his Viet Minh retreated into remote parts of the countryside to fight a small-scale insurgency against the French. (The History Place, Beginner’s Guide) Though the U.S had no direct role in the return of the French to Indochina, Washington’s desire for a more uniform European economy and European cooperation on a variety of other things required French cooperation. Because successive French governments threatened to become more uncooperative in Europe if the United States refused to accede to their demands overseas, Washington committed itself to a policy of supporting the French in Indochina. (The History Place, Wikipedia) In this way we can see that the United State’s involvement in the Vietnam War was manipulated and â€Å"arranged† by the French who needed help and knew that the United States would have no choice but to accede to their proposal. The Trojan War was also manipulated although not in the same way. Eris or Strife, the goddess of discord, after not being invited to a wedding party for the gods devised a plan to spoil the wedding.

Venture Capital Financing Essay -- essays research papers fc

What is Venture Capital   Ã‚  Ã‚  Ã‚  Ã‚  Venture capital is money provided by professionals who invest alongside management in young, rapidly growing companies that have the potential to develop into significant economic contributors (NVCA). Venture capital is an important source of equity for start-up companies. These portfolio companies that receive venture capital are thought to have excellent growth prospects. Start-up companies don’t usually have the access to capital markets because they are private. Venture capitalists are one solution to financing high risk, but potentially high reward companies. Usually the investors receive a say in the company’s management, they may be on the board, and they expect to receive returns 5-10 times their investment of up to 50 million dollars (Burk). History of Venture Capital It is important to start out with the history of venture capital to see how it has grown as well as to show its ups and downs. It was thought to be developed in the years following WWII but it can actually be dated all the way back to partnerships in the Babylonian Code (Gompers). These Babylonian partnerships used gold or silver to finance caravans. The terms for were 12 years and 100% profits (Heise). Much later the first venture capital firm was established in 1946. Karl Compton, the MIT President, along with Georges Doriot, a Harvard Business School Professor, formed American Research and Development (ARD). There were also local businesses leaders involved in the project. During the war, there were many new technologies developed as well as other innovations from MIT. About half of ARD’s profits came from its investment in Digital Equipment Company in 1957. It had only invested $70,000 but had grown in value to $355 million. A decade later, many other venture capital firms were formed. They were all structured as publicly traded closed-end funds as were ARD’s. Closed-end are mutual funds whose shares must be sold to other investors, instead of being redeemed from the issuing firm. In 1958, the first venture capital limited partnership was formed, Draper, Gaither, and Anderson. Others soon followed suit, but limited partnership remained the minority during 1960’s and 1970’s. The rest were either closed-end funds, or small business investment companies. During these years, the total annual venture funds were small and never exc... ...try. They are very optimistic about the future of venture capital funding. They say this is due to the fact that more investors are investing in venture capital, as well as the increase of IPO’s (Raffa). Works Cited Bartlett, Joseph. Fundamentals of Venture Capital. Rowman Publishers, 1999. Burk, James, and Richard Lehman. Financing Your Small Business. Sphinx Publishing,   Ã‚  Ã‚  Ã‚  Ã‚  2004. Camp, Justin. Venture Capital Due Diligence. Wiley Inc, 2002. Gompers, Paul, and Joshua Lerner. Venture Capital Cycle. Cambridge: The MIT Press,   Ã‚  Ã‚  Ã‚  Ã‚  2000. Heise, John. â€Å"The History of the Bronze Age in Mesopotamia.† 1996. http://mahan.wonkwang.ac.kr/lecture/ancient/meso/sron/bronze_age.html National Venture Capital Association. 2005. http://nvca.org/ Raffa, David. â€Å"Pipe Dreams and Other Opportunities on the Venture Capital Road   Ã‚  Ã‚  Ã‚  Ã‚  Ahead.† 2004. www.catalyst-law.com/document/237 Sherman, Andrew. Raising Capital. 2nd ed. Amacon, 2005 Timmons, Jeffrey, et al. How to Raise Capital. McGraw-Hill Companies, 2004. Venture Capital Journal. Thomson Financial, 2005. http://www.venturecapitaljournal.net/vcj/topnews.html

I-Function, Pain And Memory :: Biology Essays Research Papers

I-Function, Pain And Memory Pain is capable of leaving a long lasting effect on ones life and in ones memory. It can literally "change" who "you" are. "You" change according to the input that your nervous system receives and reacts to. Permanent changes can be seen in long-term memories with the manufacturing of new proteins stored in the memory that account for the inputs. Pain can be an extremely powerful input to the nervous system with varying effects that could lay dormant for many years, stored in long-term memory. Several questions that could be posed concerning pain and long term memory involve the I-function. Can the I-function be turned off during a painful experience, but still be stored in long-term memory, able to be recalled later such as under hypnosis? Could pain cause a separation of the I-function from the physical self or a loss of ones sense of self? Many examples of pain can be quickly imagined and recalled from long or short-term memory. Certain types of pain reside deep inside the stored memory in the brain and require a special state of consciousness to bring out those memories. Pain memories associated with various actions such as rape and circumcision have been found to exist in long term memory. These painful experiences at different stages in life are separate in the way that they are remembered and recalled, but both involve feelings later of a physical violation and mental trauma due to the lack of consent. Circumcision, the removal of the foreskin over the penis, was long thought to be a painless experience for an infant and was treated accordingly with little or no anesthesia. Most of the times during the surgical procedure, the babies cry very forcefully. This was for a long time thought to be normal and healthy. Other times, they lie still without making a sound from either shock or the act of passing out from the pain (1). This unresponsiveness was always thought to be from undeveloped pain receptors, or Nociceptors in the Somatosensory system (2) . These pain receptors send information to the spinal cord, then to the brain stem, thalamus, and somatosensory cortex. Modulation can occur through these pathways by way of suppression using large mechanosensitive fibers that enter the spinal cord or by endorphine release. This modulation involves changing the information about the pain to lessen the perception of its magnitude. I-Function, Pain And Memory :: Biology Essays Research Papers I-Function, Pain And Memory Pain is capable of leaving a long lasting effect on ones life and in ones memory. It can literally "change" who "you" are. "You" change according to the input that your nervous system receives and reacts to. Permanent changes can be seen in long-term memories with the manufacturing of new proteins stored in the memory that account for the inputs. Pain can be an extremely powerful input to the nervous system with varying effects that could lay dormant for many years, stored in long-term memory. Several questions that could be posed concerning pain and long term memory involve the I-function. Can the I-function be turned off during a painful experience, but still be stored in long-term memory, able to be recalled later such as under hypnosis? Could pain cause a separation of the I-function from the physical self or a loss of ones sense of self? Many examples of pain can be quickly imagined and recalled from long or short-term memory. Certain types of pain reside deep inside the stored memory in the brain and require a special state of consciousness to bring out those memories. Pain memories associated with various actions such as rape and circumcision have been found to exist in long term memory. These painful experiences at different stages in life are separate in the way that they are remembered and recalled, but both involve feelings later of a physical violation and mental trauma due to the lack of consent. Circumcision, the removal of the foreskin over the penis, was long thought to be a painless experience for an infant and was treated accordingly with little or no anesthesia. Most of the times during the surgical procedure, the babies cry very forcefully. This was for a long time thought to be normal and healthy. Other times, they lie still without making a sound from either shock or the act of passing out from the pain (1). This unresponsiveness was always thought to be from undeveloped pain receptors, or Nociceptors in the Somatosensory system (2) . These pain receptors send information to the spinal cord, then to the brain stem, thalamus, and somatosensory cortex. Modulation can occur through these pathways by way of suppression using large mechanosensitive fibers that enter the spinal cord or by endorphine release. This modulation involves changing the information about the pain to lessen the perception of its magnitude.

1984-George Orwell How Does the Writer Use Language to Create a Sense of Place?

1984-George Orwell How does the writer use language to create a sense of place? Orwell uses a solemn tone for the foundations of anguish in the extract from Nineteen Eighty-Four. This tone is used to firstly set the scene with the use of adjectives: ‘vile’ and gritty’ to describe the poor weather. These have negative connotations and therefore allow the reader to understand the melancholy and depressing scene that is being set. The effect of the pathetic fallacy when the wind is described as ‘vile’ portrays a comfortlessness of the world around Winston but also reflects his underlying feelings of disgust with it.The irony of the name of his apartment block ‘Victory Mansions’ reiterates these feelings as ‘Victory’ implies happiness and joy when all he experiences is harshness, and ‘Luxury’ implies ease and wealth when he leads a life of dilapidation and squalor. As the description continues into the hallway of his apartment block, the sense of place is addressed by the poster on the wall. It is explained as being ‘too large for indoor display’ and depicting ‘simply an enormous face’.The size of the poster, emphasised by the adjectives: ‘large’ and ‘enormous’ illustrate the true reason for the poster; primarily for control. This shows the sense of state power and oppression of the individual in Winston’s world. This sense of control is emphasised again later in extract when we discover the caption under the poster reads: ‘BIG BROTHER IS WATCHING YOU’. The direct object pronoun ‘you’ personalises the poster to the immediate viewer and therefore along with the presentation of the words being in capitals makes it more effective.Overall the poster therefore shows the hostility of the place where Winston is and their lack of freedom. Orwell gives a realistic portrayal of Winston as he ascends up the stairs to his flat. The ‘varicose ulcer above his right ankle’ could be seen as a manifestation for his repression, and suffering through a life of adversity and turmoil. This is emphasised by the fact that he had to rest ‘several times’, which is very unusual for a man as young as ‘thirty nine’ . This portrays an image of an overworked miserable and lonely man inhabiting a tortured existence. William May