Population genetics Essay Example | Topics and Well Written Essays - 500 words

Population genetics - Essay Example The equilibrium is the direct consequence of the segregation of alleles at meiosis in heterozygotes. Numerically, the equilibrium shows that irrespective of the particular mixture of genotypes in the parental generation, the genotypic distribution after one round of mating is completely specified by the allelic frequency p. One consequence of the Hardy-Weinberg proportions is that rare alleles are virtually never in homozygous condition. An allele with a frequency of 0.001 occurs in homomygotes at a frequency of only one in a million; most copies of rare alleles are found in heterozygotes. In general, since two copies of an allele are in homozygotes but only one copy of that allele is in each heterozygote, the relative frequency of the allele in the heterozygotes(as opposed to homozygotes) is: Which for q=0.001 is a ratio 999:1. Thus, the frequency of heterozygote carriers of rare genes that are deleterious in a homozygous condition is much greater than the frequency of the affected homomygotes. In our derivation of the equilibrium, we assumed the allelic frequency p is the same in sperm and eggs.

Propolis To Be Selected For Winter Promotion Essay Example for Free

Propolis To Be Selected For Winter Promotion Essay Introduction In coming winter, there will be a special promotion event and a brand of propolis capsules will be selected to present. The aim of this report is to describe the basic information of propolis, show the popularity of propolis and evaluate the advantages and reputation of best seller on market. Firstly the method of research is described, followed by the findings. Then conclusions are drawn and recommendations are made. Methodology Research was conducted to find out the information about propolis. Firstly, table of information about basic information of propolis and research results of evaluation of Comvita Propolis Capsules were conducted by Mr. Tim Burch. Then, websites of two exhibition were visited to get information on Popularity of propolis as a health supplement product. Findings (a) Basic information of propolis According to the table of information, propolis is produced by bee and it is used to build the hives in nature. It is 100% natural substance. Regarding the function, propolis has special power in strengthen and accelerate regeneration of cell as to speed up wound healing. It helps to whiten skin and make skin fine. Besides, boosting immune system is another unique effect of propolis. It contains some anti-allergies like asthma and nasal allergy. Therefore, it helps fight inflammation caused by viruses, bacteria and fungi and lower the chance for other complication occur. (b) Popularity of propolis as a health supplement product Propolis has a board usage as a health supplement product. From the website of MedinePlus(http://www.nlm.nih.gov/medlineplus/druginfo/natural/390.html) shows the following findings. There sufficient evidence to rate effectiveness for Cold sores, Genital herpes and Mouth surgery. Propolis is very popular as it has many medicinal uses today and it presents over the world. From the website of JAFRA(http://www.jafra.gr.jp/eng/propolis1.html)  shows the findings that just in Japan, there are 300 companies are selling propolis health foods and the market is still increasing. Thus, it shows that propolis is very well-received now. (c) Evaluation of Comvita Propolis Capsules Based on research results from Mr. Tim Burch about the best seller on market, Comvita Propolis Capsules. It evaluates this brand of propolis has two major advantages. High purity and flavonoid has found in Comvita Propolis Capsules, it has competitive content of purity and flavonoid than other product. One of the unique features of the product is † additives free†. Comvita Propolis Capsules is a natural product with no artificial colourings lavourings or preservatives. Other than advantages, it has a reputation for honesty and efficiency. There is more than 1000 positive reviews by users on online shopping websites. And Comvita Propolis Capsules becomes the finalist of ‘Product of the Year’ by the Women’s Weekly Health Wellbeing magazine in Australia. It is perceived that Comvita Propolis Capsules is the best seller on market. Nevertheless, the products are not very stable during winter due to the peak consuming season. Pre-order is needed for porduct s supply.

Aging and Women’s Sexuality

Aging and Women’s Sexuality Liqi Liu The World Health Organization regards sexual health as a state of physical, mental, emotional and social well-being related to sexuality (Woloski-Wruble et al., 2010). It is not limited to the absence of disease, infirmity dysfunction or the mere presence of sexual intercourse activity. These factors are a reflection of a successful aging model that incorporates physical well being reflected by a low susceptibility to disease. It also includes social and emotional well-being associated with active engagement with life and mental well being exhibited by a high capacity for physical and cognitive function. Sexuality is an essential component of health at all developmental ages and an important aspect of life satisfaction (Kalra, Subramanyam, Pinto, 2011). The factors that influence the sexuality of women in their middle and old age are socio-cultural, feminine, medical, political, economic factors (Birkhauser, 2009) and international factors. Other influencing factors include social representations of sexuality, physiological conditions, and relationship factors (Ringa, Diter, Laborde, Bajos, 2013). Cultural practices play a critical role in determining sexuality (Shea, 2011). In China, some clinical educators view sexual activities in middle and old age a taboo. Other health professionals view womens feudal attitudes as the main obstacle to sexual liberation. The change in womens social status due to higher education, participation in the labor force and increased use of contraception has intensified sexual activity. These activities within the social environment largely affect the womens responses to their aging process. Other contributing factors include improvement of living standards and life expectancy (Ringa, Diter, Laborde, Bajos, 2013). Health is another key factor affecting sexuality in middle and aged women (Birkhauser, 2009). Cardiovascular disease in postmenopausal women affects their physical, social and general well being. This leads to deterioration of quality of life and adds on the negative effects of menopause (Birkhauser, 2009). Access to health is determined by the financial ability of the women and enabling political framework. Contrary to popular belief, the menopausal status is not a risk factor in sexual dysfunction. In some instances, it led to low sexual desire. Several studies have shown that women past the age of 50 are still sexually active (Ringa, Diter, Laborde, Bajos, 2013). This essay aims to evaluate the various factors that affect sexuality in older women. Background The worlds aging population is increasing, as the current life expectancy is increasing. The life expectancy of women in Israel estimated at 82 years (Woloski-Wruble et al., 2010). About a third of womens life is lived after cessation of menstruation. China constitutes the world’s largest middle-aged and elderly population. Approximately one-fifth of the worlds elderly population and a quarter of the middle-aged population live in China. In 2010, 381.6 million people were between the ages of 40 and 59 while an estimate of 170.9 people was above 60 years of age (Shea, 2011). Demographic studies project a rapid increase in these proportions over the next several decades. By 2050, it is expected that 35.4% of the population in China will be above 60 years of age (Shea, 2011). As such, understanding the needs, desires and capabilities of this group is of paramount importance. As of now, very few studies have focused on sexuality in the elderly and the existing literature contains contradictory information. For instance, some studies indicate that hormonal determinants have no effect on the sexual drive while others show a correlation between hormonal changes and sexual activity. Hence, further studies would greatly help in ascertaining assertions that sexual life is an important determinant of satisfaction in life (Shea, 2011). Cultural Factors Certain cultural norms are the cause of negative attitudes towards sexuality in older people. In some Western cultures, men are considered ready for sexual activity at a younger age than women (Woloski-Wruble et al., 2010). They also claim that women become asexual with age. However, women have in the recent time challenged this view and regarded sex as extremely important (Woloski-Wruble et al., 2010). Research has focused on the sexual dysfunction that is likely to occur after menopausal transition rather than the normal spectrum of normal activities due to the changes arising from hormonal changes. However, it is worth to note that menopause does not necessarily result in sexopause. The belief that sexual activity decreased with age was held since sexuality was limited to intercourse. In recent years, sexuality has been broadened to mean any sexual arousing activity (Woloski-Wruble et al., 2010). Using this broader definition, studies have shown that women remain sexually active even in old age. An intimate relationship is one factor influencing sexuality in older women. Being able to address their expectations would enhance life satisfaction. The Chinese culture is marked by three traditions; Confucianism, Buddhism and Daoism (Shea, 2011). The Confucian tradition advocated for sex for a married couple and only for the purpose of reproduction. Otherwise, it regarded other sexual activities as unrespectful and undignified. Buddhist taught that in order to enjoy perfect peace, one had to give up worldly pleasures and desires. As such, sexual activity beyond the purpose of reproduction was viewed as distracting one from their improvement. Daoist on the other hand regard sex as harmful and self-defeating as it makes men lose their semen (Shea, 2011). A study conducted in China showed that a third of the studied population was of the opinion that sex later in life was unhealthy or abnormal. It also showed a correlation between the womens attitude and the sexual activity. The women who viewed sex as normal were more likely to engage in sexual activities. Further, the women with positive attitudes led healthy relationships with their spouses. The study also suggested that the household composition such as the number of family members and number of generations contributed to the sexual activity later in life (Shea, 2011). Social Factors Women from different regions view menopause differently(Birkhauser, 2009). In the Muslim culture, menstruation is regarded as impurity. Hence, menopausal women gain a higher social status. It is therefore regarded as a happy event that calls for a celebration. In some cases, this is not the case, and hormonal therapy is considered in order to improve patient outcomes. Hormonal therapy provides symptomatic relief and restores sexual activity (Birkhauser, 2009). Hormonal therapy should also be recommended for women with cardiovascular events unless there are associated risks. Some cultures do not allow bleeding and hence alternative medicine is sought to relieve the symptoms while allowing only the desired amenorrhea.The effect of the natural products has not been sufficiently studied (Birkhauser, 2009). Medical Factors The state of health influences the level of sexual activity (Birkhauser, 2009). Women who are of an advanced in age and are in poor state of health are less likely to engage in sexual activities. During the management of somatic diseases, clinicians often neglect the implications for sexual life and hence go undiagnosed (Maciel Lagana, 2014). These problems may cause the patient to be socially withdrawn and result in depression. Cardiovascular diseases are one major cause of reduced activity. Women who suffered from myocardial infarction do not lead a sexually active life (Kalra, Subramanyam, Pinto, 2011). Besides cardiac problems, elderly women may suffer from physical disabilities that affect the motor function (DeLamater Moorman, 2007). This group of patients experience pain and discomfort in sexual activities and are likely to withdraw. In addition, patients may suffer low libido and unwillingness to engage in foreplay (Woloski-Wruble et al., 2010). Feminine Factors Hormonal changes that occur during the onset of menopause result in vagina dryness and, as a result, affect sexual satisfaction (Lindau, Schumm, Laumann, 2008). However, several studies in this area found no correlation between menopausal state and sexual activity (Ringa, Diter, Laborde, Bajos, 2013). Perimenopausal women have increased levels of masturbation suggesting that hormonal changes do not hinder penetrative intercourse. However, some studies have reported that menopausal changes have a negative effect on the sexual life. These inconsistencies could be due to different characteristics of samples used in the different studies(Ringa, Diter, Laborde, Bajos, 2013). Political Factors Older women have few sources of funds to pay for insurance premiums and taxes(WHO, 2007). Inadequate finances may result in delays to seek medical attention following illness. The developing disease compromises the state of health and affects sexual activities. Hence women living regions in which the health policies promote accessibility to health services regardless of the ability to pay enjoy relative health and hence healthy sexual health. It is the duty of each country to develop the best mix of policies in healthcare, income and social services in order to safeguard the well-being and health of older women (WHO, 2007). Economic Factors Poverty is a key player in compromising the health of aging women. Worldwide, women have lower participation in the labor force and are often underpaid as compared to men of equal qualifications. Older women receive employment in low-paying and part-time jobs. Insufficient funds limit the ability of old women to access the most basic needs such as healthcare, shelter and food. It is estimated that 70% of the women in the world live below the poverty line of less than US $ 1 a day (WHO, 2007). A large number of these are found in the developing countries. These income inequities compromise the well-being of the elderly women and, as a result, their sexual health is affected. Conclusion A satisfactory sexual life is an essential component of good quality of life. However, Sexual activity changes with age and may affect the quality of life. The factors that influence these changes include state of health, socio-cultural values political and economic factors. Different regions practice different traditions that may affect how women in their menopausal age view sexual activities. Some practices limit sexual activity for reproduction purposes while in some cultures sexuality is liberal. One of the major health factors is cardiovascular events. Myocardial infarction leads to depression and anxiety. These factors affect sexual satisfaction and hence decrease sexual activity. While managing these conditions, it is essential that the healthcare providers engage the patients on sexual health. The level of economic empowerment determines the accessibility of social services such as health. Since older women have fewer financial resources, the right policy mix should be adopted to enhance accessibility to health services and other amenities. Recommendations It is of utmost importance to give sexuality issues in the older population priority same as the other vital needs. Therefore, health professionals should formulate interventions aimed at improving sexual health in menopausal women (Taylor Gosney, 2011). A participatory approach would lead to meaningful interventions, as it would allow the professionals to understand the perception of the different women to sexual satisfaction. It would also ensure that the designed interventions help the women in arriving at successful aging (Shea, 2011). An analysis shows that the present literature is based on speculation rather than facts. Healthcare professionals should carry out participatory research involving women of different ethnic groups, age, and languages. Development of evidence-based knowledge would aid in understanding the different aspects that constitute sexual satisfaction among older women. It would also help in designing of group-specific interventions aimed at improving the quality of life (Woloski-Wruble et al., 2010). Reference Birkhauser, M. (2009). Quality of Life and Sexuality Issues in Aging Women. Climacteric, 52-57. DeLamater, J., Moorman, S. (2007). Sexual Behaviour in Later Life. Journal of Aging and Health, doi.10.1177. Kalra, G., Subramanyam, A., Pinto, C. (2011). Sexuality: Desire, Activity and Intimacy in the Elderly. Indian Journal of Psychiatry, 300-306. Lindau, S., Schumm, P., Laumann, E. (2008). A Study of Sexuality and Health among Older Adults in the United States. New England Journal of Medicine , 762-774. Maciel, M., Lagana, L. (2014). Older Womens Sexual Desire Problems: Biophysichosocial Factors Impacting them and Barriers to Their Clinical Assessment. Journal of Biomedical Research , doi. org/ 10.1155. Ringa, V., Diter, K., Laborde, C., Bajos, N. (2013). Womens Sexuality: From Aging to Social Representations. Journal of Sexual Medicine, 2399-2408. Shea, J. (2011). Older Women, Marital Relationships, and Sexuality in China. Ageing International, 361-377. Taylor, A., Gosney, M. (2011). Sexuality in Older Age: Essential Considerations for Healthcare Professionals. Journal of Age and Ageing, 1-6. WHO. (2007). Women, Ageing, and Health: A Framework for Action. Geneva.

Chernobyl :: Ukraine Disaster History Essays

Chernobyl 1986 was a year of several meaningful worldwide events, some of which included the Voyager 2 got details and pictures of Uranus, the space shuttle Challenger exploded on takeoff, and Haley’s comet soared past Earth (infoplease.com). Perhaps the event that alarmed the world the most, however, was the major nuclear accident that occurred at the nuclear power plant Chernobyl. The nuclear disaster that occurred at Chernobyl in 1986 (Lecture 4/1/02), has forever changed the way that nuclear power plants are viewed by the world. Chernobyl is now an abandoned city in north Ukraine because at 1:23 am on April 26th (Chernobyl.com), during an â€Å"unauthorized test of one of the plant's four reactors, engineers initiated an uncontrolled chain reaction in the core of the reactor after disabling emergency backup systems† (infoplease.com). The type of reactor used at Chernobyl was a graphite-water reactor (Lecture 3/25/02). This means that the moderator of the reactor is graphite, and the coolant is water (Lecture 3/25/02). According to Chernobyl.com, technicians allowed the power level in the fourth reactor to fall to an extremely low level, causing a core meltdown. An explosion ripped the top off the containment building, expelling radioactive material into the atmosphere for over ten days (Chernobyl.com). More was then released in a fire that followed, due to a second explosion that allowed air to rush into the reactor (world-nuclear.org). It was only after Swedish instruments detected a problem from the explosion that Soviet authorities admitted that an accident had occurred (infoplease.com). The reactor core was sealed off by air-dropping a cement mixture which included 5,000 tons of boron, dolomite, sand, clay and lead, but not before eight tons of radioactive material had escaped into the atmosphere (infoplease.com). It is estimated that all of the xenon gas, about half of the iodine and caesium, and at least 5% of the remaining radioactive material in the Chernobyl reactor core was released in the accident (world-nuclear.org). Over twenty firefighters died instantly from overexposure to radioactivity, while hundreds suffered from severe radiation sickness (infoplease.

Hydraulic Design of Small Hydro Plants

Version 2 STANDARDS/MANUALS/ GUIDELINES FOR SMALL HYDRO DEVELOPMENT Civil Works – Hydraulic Design Of Small Hydro Plants Lead Organization: Sponsor: Alternate Hydro Energy Center Indian Institute of Technology Roorkee Ministry of New and Renewable Energy Govt. of India May 2011 AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  1 1. GUIDELINES FOR HYDRAULIC DESIGN OF SMALL HYDRO PLANTS This section provides standards and guidelines on the design of the water conductor system.This system includes; head works and intake, feeder canal, desilter (if required), power canal or alternative conveyance structures (culverts, pipelines, tunnels, etc), forebay tank, penstock and surge tank (if required) up to the entry of the turbine, tailrace canal below the turbine and related ancillary works. 1. 1 HYDRAULIC DESIGN OF HEAD WORKS In general head works are composed of three structural components, diversion dam, intake and b ed load sluice. The functions of the head works are: Diversion of the required project flow from the river into the water conductor system.Control of sediment. Flood handling. Typically a head pond reservoir is formed upstream of the head works. This reservoir may be used to provide daily pondage in support of peaking operation or to provide the control volume necessary for turbine operation in the water level control mode. This latter case would apply where the penstock draws its water directly from the head pond. Sufficient volume must be provided to support these functions. There are three types of head works that are widely used on mini and small hydro projects, as below: Lateral intake head works Trench intake head worksReservoir / canal intakes Each type will be discussed in turn. 1. 1. 1 Head Works with Lateral Intakes (Small Hydro) Head works with lateral intakes are typically applied on rivers transporting significant amounts of sediment as bed load and in suspension. The f unctional objectives are: To divert bed-load away from the intake and flush downstream of the dam (the bed load flushing system should be operable in both continuous and intermittent modes). To decant relatively clean surface water into the intake. To arrest floating debris at intake trashracks for removal by manual raking.To safely discharge the design flood without causing unacceptable upstream flooding. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  2 The following site features promote favourable hydraulic conditions and should be considered during site selection: The intake should be located on the outside of a river bend (towards the end of the bend) to benefit from the spiral current in the river that moves clean surface water towards the intake and bed load away from the intake towards the centre of the river.The intake should be located at the head of a steeper section of the river. This will promote remo val of material flushed through the dam which may otherwise accumulate downstream of the flushing channel and impair its function. Satisfactory foundation conditions. Ideal site conditions are rare, thus design will require compromises between hydraulic requirements and constraints of site geology, accessibility etc. The following guidelines assume head works are located on a straight reach of a river. For important projects or unusual sites hydraulic model studies are recommended.A step by step design approach is recommended and design parameters are suggested for guidance in design and layout studies. Typical layouts are shown in Figures 2. 2. 1 to 2. 2. 3. 1. 1. 2 Data Required for design. The following data are required for design: Site hydrology report as stipulated in Section 1. 3 of this Standard giving: – Qp (plant flow) – Q100 (design flood flow, small hydro) – Q10 (design flood flow, mini hydro) (data on suspended sediment loads) – Cw – H -Q Curves (W. L. rating curves at diversion dam) Topographic mapping of the site including river bathymetry covering all head works structure sites.Site geology report. 1. 1. 3 Site Selection: Selection of the head works site is a practical decision which involves weighing of several factors including hydraulic desiderata (Section 2. 2. 1/1. 0), head optimization, foundation conditions, accessibility and constructability factors. Given the importance of intake design to the overall performance of the plant it is recommended that an experienced hydraulic engineer be consulted during studies on head works layout. 1. 1. 4 Determination of Key Elevations: AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  3For the illustrative example: Qp = 10. 0 m3/s Determine V0 = 0. 5 Q0. 2 (= 0. 792, say 0. 80 m/s) (= 12. 5 m2) A0 = Q ? V0 A0 H= (= 1. 77 m, say 1. 80 m) 4 Assume L = 4H (= 7. 08 m, say 7. 0 m) ye = greater of 0. 5 yo o r 1. 5 m (= 1. 80m) yd = L. S (= 0. 28 m) NOL = Z0 + ye + yd + H NOL = 97. 5 + 1. 80 + 0. 28 + 1. 80 (=101. 38m, say 101. 50 m) Sill = NOL – H (= 99. 7m) Crest of weir or head pond NOL = 101. 5 m Height of weir = 4. 0 m These initial key elevations are preliminary and may have to be adjusted later as the design evolves. 1. 1. 5 Head Works LayoutThe entry to the intake should be aligned with the river bank to provide smooth approach conditions and minimize the occurrence of undesirable swirl. A guide wall acting as a transition between the river bank and the structure will usually be required. Intake hydraulics are enhanced if the intake face is slightly tilted into the flow. The orientation of the intake face depends on river bank topography, for straight river reaches the recommended values for tilt vary from 10o to 30o depending on the author. When this angle becomes too large the intake will attract excessive amounts of sediment and floating debris.It is recommended that t he sill level of the intake is kept sufficiently higher than the sill level of the under sluice. The under sluice should be located adjacent to the intake structure. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  4 For development of the head work plan, it is recommended that the following parameters be used for layout: Axis of intake should between 100 ° to 105 ° to axis of diversion structure The actual inclination may be finalized on the basis of model studies. Divide wall, if provided, should cover 80% to 100% of the intake.Assume flushing flow equal to twice project flow then estimate the width and height of the flushing gate from orifice formula,: Example should be in appendix. Qf = 0. 6 ? 0. 5W2 Where: Qf = flushing flow W = gate width H = gate height (= 0. 5W) Yo = normal flow depth as shown in 2. 2. 1. 1/2. 0 Sill should be straight and perpendicular to the flow direction. In the sample design (Fig. 2 . 2. 1. 1) the axis of the intake = 105 ° & Qf = 2. 0? 10. 0 = 20m3/s ? 20. 0 = 0. 6 ? 0. 5 W2 ? W = 2. 8 m (say 3. 0m) and H = 1. 5 m. 1. 1. 6 Flood Handling, MFL and Number of Gates.For small hydro a simple overflow diversion weir would be the preferred option if flood surcharge would not cause unacceptable upstream flooding. For purpose of illustration, the following design data are assumed (see Figure 2. 2. 2): Design flood, Q100 = 175 m3/s A review of reservoir topography indicated that over bank flooding would occur if the flood water level exceeded 103. 0 m. Select this water level as the MFL. This provides a flood surcharge (S) of 1. 20 m. Assume weir coefficients as below: Gate, Cw = 1. 70 – – – sill on slab at river bottom. Weir, Cw = 1. 0 – – – – – – -ogee profile. Assume gate W/H ratio = 1:2 H = 4. 0 m ? W = 4. 8 (say 5. 0 m) MFL. = NOL + 1. 50 (= 103. 0m) Qgate = Cw. W. (MFL – ZS)1.. 5 Qweir = Cw. L w. S1. 5 Capacity check for MFL = 103. 0 m No. of Length of Overflow QG Gates Section (m) (m3/s) 0 35. 0 0. 0 1 29. 0 109. 6 QW (m3/s) 82. 8 68. 6 QT (m3/s) 82. 8 178. 2 >175 AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  5 Therefore one gate is sufficient. Where: MFL = Maximum flood level (m) NOL = Normal operating level (m) S = flood surcharge above NOL (m)W = width of gate (m) H = height of gate (m) ZS = elevation of gate sill (m) = weir coefficient (m0. 5s-1) Cw QG, QW, QT = gate, weir and total flows The flow capacity of the sediment flushing gate may also be included in calculating flood handling capacity. 1. 1. 7 Diversion structure and Spillway Plains Rivers: Stability of structures founded on alluvial foundations typical of plains rivers, is governed by the magnitude of the exit gradient. The critical gradient is approximately 1. 0 and shall be reduced by the following safety factors: Types of foundationS hingles / cobbles Coarse sand Fine sand Safety factor 5 6 7 Allowable Exit Gradient 0. 20 0. 167 0. 143 Also diversion structures on plains rivers will normally require stilling basins to dissipate the energy from the fall across the diversion structure before the water can be returned safely to the river. Design of diversion weirs and barrages on permeable foundation should follow IS 6966 (Part 1). Sample calculations in Chapter 12 of â€Å"Fundamentals of Irrigation Engineering† (Bharat Singh, 1983) explain determination of uplift pressure distributions and exit gradients.Further details on structural aspects of design are given in Section 2. 3. 3 of this Standard. Mountain Rivers: Bedrock is usually found at relatively shallow depths in mountain rivers permitting head works structures to be founded on rock. Also the beds of mountain rivers are often boulder paved and are much more resistant to erosion than plains rivers. Therefore there may be no need for a stilling basin. The engineer may consider impact blocks on the downstream apron or simply provide an angled lip at the downstream end of the apron to â€Å"flip† the flow away from the downstream end of the apron.A cut-off wall to bed rock of suitable depth should AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  6 also be provided for added protection against undermining by scour. The head works structures would be designed as gravity structures with enough mass to resist flotation. For low structures height less than 2. 0 m anchors into sound bedrock may be used as the prime stabilization element in dam design. Stability and stress design shall be in accordance with requirements of Section 2. 3. 3 of this Standard. 1. 1. 8 Sediment Flushing Channel To be reviewedThe following approach is recommended for design of the flushing channel: Select flushing channel flow capacity (Qf) = 2? Qp Estimate maximum size of sediment ente ring the pocket from site data or from transport capacity of approaching flow and velocity. In case of diversion weir without gates assume sediment accumulation to be level with the weir crest. (Assume continuous flushing with 3? Qp entering the pocket, for this calculation). Establish entrance sill elevation and channel slope assuming an intermittent flushing mode (intake closed) with Qs = 2Qp, critical flow at the sill, supercritical flow downstream (FN ? 1. 0) and a reservoir operating level 0. 5m below NOL. Determine slope of channel to provide the required scouring velocity, using the following formula which incorporates a safety factor of 1. 5: i = 1. 50 io d 9/7 i0 = 0. 44 6 / 7 q Where: io = critical scouring velocity d = sediment size q = flow per unit width (m3/s per m) Verify that flow through pocket in continuous flushing mode (Qs = 3Qs) will be sub critical, if not lower entrance sill elevation further. Determine height of gate and gate opening based on depth of flow at gate location and corresponding gate width. Increase the above theoretical gate height by 0. 5 m to ensure unrestricted open channel flow through the gate for intermittent flushing mode and a flushing flow of 2 Qp. For initial design a width to height ratio of 2:1 for the flushing gate is suggested. 1. 1. 9 Intake/Head Regulator: In intake provides a transition between the river and the feeder canal. The main design objectives are to exclude bed-load and floating debris and to minimize head losses. The following parameters are recommended: Approach velocity at intake entrance (on gross area) 0. 20 Ve = 0. 5 Q p m / s For trashracks that are manually cleaned, V should not exceed 1. 0 m/s.AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  7 Convergence of side walls 2. 5:1 with rate of increase in velocity not exceeding 0. 5 m/s per linear m. †¢ Height of sill above floor of flushing channel (ye) = greater of 1. 5 m or 50% flow depth. †¢ The floor of the transition should be sloped down as required to join the invert of the feeder canal. Check that the flow velocity in the transition is adequate to prevent deposition in the transition area. If sediment loads are very high consider installing a vortex silt ejector at the downstream end of the transition. Provide coarse trashracks to guard entry to the head gate. The trashrack would be designed to step floating debris such as trees, branches, wood on other floating objects. A clear spacing of 150 mm between bars is recommended. Trashrack detailed design should be in accordance with IS 11388. †¢ The invert of the feeder canal shall be determined taking into consideration head losses through the trashrack and form losses through the structure. Friction losses can be omitted as they are negligible: V2 Calculate form losses as: H L = 0. 3 2 2g Where: V2 = velocity at downstream end of contraction.Calculate trashrack losses as: 4/3 V2 ?t? H L = K f ? ? . Sin? . 2g ?b? Where: Kf = head loss factor (= 2. 42 assuming rectangular bars) T = thickness of bars (mm) B = clear bar spacing (mm) ? = angle of inclination to horizontal (degrees) V = approach velocity (m/s) 1. 1. 10 References on Lateral Intakes and Diversion Weirs. IS Standards Cited: IS 6966 (Part 1) IS 11388 USBR (1987) Singh, Bharat Nigam, P. S. Hydraulic Design of Barrages and Weirs – Guidelines Recommendations for Design of Trashracks for Intakes Design of Small Dams Fundamentals of Irrigation Engineering Nem Chand & Bros. Roorkee (1983) Handbook of Hydroelectric Engineering (Second edition) †¦.. pages 357 to 365 Nem Chand & Bros. – Roorkee (1985) 1. 1. 11 Other References: Bucher and Krumdieck Guidelines for the Design of Intake Structures for Small Hydro Schemes; Hydro ’88/3rd International Conference on Small Hydro, Cancun – Mexico. Bouvard, M. Mobile Barrages and Intakes on Sediment Transporting AHEC/MNRE/SHP Standards/ C ivil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  8 Razvan, E. 1. 2. Rivers; IAHR Monograph, A. A. Balkema – Rotterdam (1992) River Intakes and Diversion DamsElsevier, Amsterdam (1988) SEMI PERMANENT HEADWORKS (MINI HYDRO) For mini hydro projects the need to minimize capital cost of the head works is of prime importance. This issue poses the greatest challenge where the head works have to be constructed on alluvial foundations. This challenge is addressed by adoption of less rigorous standards and the application of simplified designs adapted to the skills available in remote areas. A typical layout is shown in Figure 2. 2. 3. 1. 2. 1 Design Parameters Hydraulic design should be based on the following design criteria: Plant flow Qp) = QT + QD Where: QT = total turbine flow (m3/s) QD = desilter flushing flow (= 0. 20 QT) m3/s QFC = feeder canal flow (= 1. 20 QT) m3/s QF = gravel flushing flow (= 2. 0 QP) Spillway design flow (SDF) = Q10 Where: Q10 = flood peak flow with ten year return period. 1. 2. 2 Layout ? To be reviewed Intake approach velocity = 1. 0 m/s Regulator gate W/H = 2 Flushing channel depth (HD) = 2H + W/3 Flushing channel minimum width = 1. 0 m Assumed flushing gate W/H = 2, determine H from orifice equation, as below: Q f = 0. 53? 2 H 2 . 2 gY1 Y1 = HD for design condition Where: W width of gate (m) H = height of gate (m) Yi = upstream depth (m) = depth of flushing channel (m) HD Select the next largest manufactures standard gate size above the calculated dimensions. 1. 2. 3 Weir AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  9 Determine weir height to suit intake gate and flushing gate dimensions, as shown in Figure 2. 2. 3. For weirs founded on permeable foundations the necessary structure length to control failure by piping should be determined in accordance with Section 2. 2. 1/4. 1 of this Standard.A stepped arrangement is recommended for the downstream face of the weir to dissipate hydraulic energy. The height of the steps should not exceed 0. 5 m and the rise over run ratio should not less than 1/3, the stability of the weir cross-section design should be checked for flotation, over turning and sliding in accordance with Section 2. 3. 1. 1. 3 TRENCH INTAKES Trench intakes are intake structures located in the river bed that draw off flow through racks into a trench which conveys the flow into the project water conductor system. A characteristic of trench intakes is that they have minimum impact on river levels.Trench intakes are applied in situations where traditional headwork designs would be excessively expensive or result in objectionable rises in river levels. There are two quite different applications: on wide rivers and on mountainous streams, but the basic equations are the same for both types. The trench intake should be located in the main river channel and be of sufficient width to collect the design project flow including all flushing flows. If the length of the trench is less than the width of the river, cut off walls will be required into each bank to prevent the river from bypassing the structure.Trench weirs function best on weirs with slopes greater than 4%-5%, for flatter slopes diversion weirs should be considered. The spacing between racks is selected to prevent entry of bed load into the trench. The following terms are sometimes used in referring to trench intake designs. Trench weir, when the trench is installed in a raised embankment. †¢ Tyrolean or Caucasian intakes, when referring to trench intakes on †¢ mountainous streams. Features: AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  10 1. 3. 2 Design ParametersThe following design parameters are suggested for the dimensioning of trench weirs. †¢ Design Flows: The following design flows are recommended: Bedload flushing flo w (from collector box) = 0. 2 QT †¢ Desilter flushing flow = 0. 2 QT †¢ Turbine flow = 1. 0 QT †¢ Total design flow †¢ = 1. 4 QT Dimensional Layout AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  11 The following factors should be considered in determining the principal dimensions: length, breadth and depth of a trench weir: Minimum width (B)= 1. 25 m (to facilitate manual cleaning) Length should be compatible with river cross section. It is †¢ recommended that the trench be located across main river channel. Maximum width (B) ? 2. 50m. Trashrack bars longer than about 2. 50 m †¢ may require support as slenderness ratios become excessive. Invert of collector box should be kept a high as possible. †¢ †¢ Racks †¢ †¢ †¢ †¢ The clear spacing between bars should be selected to prevent entry of bed-load particles that are too large to be conveniently handled by the flushing system. Generally designs are based on excluding particles greater than medium gravel size from (2 cm to 4 cm).A clear opening of 3. 0 cm is recommended for design. A slope across the rack should be provided to avoid accumulation of bed load on the racks. Slopes normally used vary from 0 ° to 20 °. Rectangular bars are recommended. Bar structural dimension shall be designed in accordance with Section 2. 2. 1/5. 0 of this Standard. An appropriate contraction coefficient should be selected as explained in the following sub-section. Assume 30% blockage. Spacing between racks is designed to prevent the entry of bedload but must also be strong enough to support superimposed loads from bedload accumulation, men and equipment.This issue is discussed further in Subsection 2. 2. 3 / 2. 0. 1. 3. 3 Hydraulic Design of Trench Intake The first step in hydraulic design is to decide the width of the trench intake bearing in mind the flow capacity required and the bathymetry of the river bed. The next step in hydraulic design is to determine the minimum trench breadth (B) that will capture the required design flow. The design approach assumes complete capture of river flow, which implies, that river flow is equal to plant flow for the design condition. Hydraulic design is based on the following assumptions: Constant specific energy across racks. †¢ Effective head on screen is equal to base pressure (depth) †¢ Approach velocity is subcritical with a critical section at the entry to the structure as shown in figure 2. 2. 3/1. The set of equations proposed is based on the method given by Lauterjung et al (1989). †¢ First calculate y1: AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  12 2 y 1 = k. H0 3 – – – – – – – – – – – (1) Where: y1 = depth at upstream edge of rack Ho = the energy head of the approach ing flow k = an adjustment factor (m) m) (-) k is a function of inclination of the rack and can be determined from the following table: Values of k as a Function of Rack Slope (? ) Table: 2. 2. 1/1 ? = 0 ° 2 ° 4 ° 6 ° 8 ° 10 ° 12 ° k = 1. 000 0. 980 0. 961 0. 944 0. 927 0. 910 0. 894 ? = 14 ° 16 ° 18 ° 20 ° 22 ° 24 ° 26 ° k = 0. 879 0. 865 0. 851 0. 837 0. 852 0. 812 0. 800 Then calculate the breadth of the collector trench from the following equations (2) to (4) 1. 50 q – – – – – – – – – – – – – – (2) L= E1. E 2 C. cos? 3/2 . 2gy 1 Where: L = sloped length across collector trench (m) E1 = blockage factor E2 = Effective screen area = e/mC = contraction coefficient ? = slope of rack in degrees y1 = flow depth upstream from Equation 1. (m) q = unit flow entering intake (m3/s per m) e = clear distance between bars (cm or m) m = c/c spacing of bars (cm or m) Assu me E1 = 0. 3 (30%) blockage. â€Å"C† can be calculated from the following formula (as reported by Raudkivi) Rectangular bars: ?e? C = 0. 66 ? ? ?m? ?0. 16 ?m? .? ? ?h? 0. 13 Assume h = 0. 5 y1. This formula is valid for 3. 5> – – – – – – – – – – – – – (3) h e >0. 2 and 0. 15< < 0. 30 m m Finally, the required breadth (B) can be determined as below: B = L cos ? – – – – – – – – – – – – -(4) AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  13 1. 3. 4 Hydraulic Design of Collector Trench Normally a sufficient slope on the invert of the trench is provided to ensure efficient flushing of bed-load particles that would otherwise accumulate on the invert of the trench. A suitable scouring slope can be estimated from the following equation: Ss = 0. 66 d 9 / 7 6/7 qo Where: d = sediment size (m) qo = flow per unit width (Q/B) at outlet of trench (m3/s per m) Ss = design slope of trench invert.The minimum depth of the trench at the upstream and is normally between 1. 0m to 1. 5 m, based on water depth plus a freeboard of 0. 3 m. For final design the flow profile should be computed for the design slope and the trench bottom profile confirmed or adjusted, as required. A step-by-step procedure for calculating the flow profile that is applicable to this problem can be found in Example 124, page 342-345 of â€Å"Open-Channel Hydraulics† by Ven. T. Chow (1959). In most cases the profile will be sub critical with control from the downstream (exit) end.A suitable starting point would be to assume critical flow depth at the exit of the trench. 1. 3. 5 Collector Chamber The trench terminates in a collector box. The collection box has two outlets, an intake to the water conductor system and a flushing pipe. The flushing pipe must be design with the capacity to flush the bed-load sediment entering from the trench, while the project flow is withdrawn via the intake. The bottom of the collection box must be designed to provide adequate submergence for the flushing pipe and intake to suppress undesirable vortices.The flushing pipe should be lower than the intake and the flushing pipe sized to handle the discharge of bed load. If the flushing pipe invert is below the outlet of the trench, the Engineer should consider steepening the trench invert. If the trench outlet invert is below the flushing pipe invert, the latter should be lowered to the elevation of the trench outlet or below. The deck of the collector box should be located above the design flood level to provide safe access to operate gates. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  14 1. 3. Flushing Pipe The flushing pipe should be designed to provide a high enough velocity to en train bed-load captured by the weir. A velocity of at least 3. 0 m/s should be provided. If possible, the outlet end of the pipe should be located a minimum of 1. 0m above the river bed level to provide energy to keep the outlet area free from accumulation of bed load that could block the pipeline. 1. 3. 7 References on Trench weirs CBIP, (2001): Manual on Planning and Design of Small Hydroelectric Scheme Lauterjung et al (1989): Planning of Intake Structures Freidrich Vieweg and Sohn, Braunswchweig – GermanyIAHR (1993): Hydraulic Structures Design Manual: Sedimentation: Exclusion and Removal of Sediment from Diverted Water. By: Arved J. Raudkivi Publisher: Taylor & Francis, New York. Chow (1959): Open- Channel Hydraulics Publisher: McGraw-Hill Book Company, New York. 1. 4 RESERVOIR, CANAL AND PENSTOCK INTAKES The designs of reservoir, canal and penstock intakes are all based on the same principles. However, there are significant variations depending on whether an intake is a t the forebay reservoir of a run-of-river plant or at storage reservoir with large draw down or is for a power tunnel, etc.Examples of a variety of layouts can be fond in IS 9761 Hydropower Intakes – Criteria for Hydraulic Design or Guidelines for Design of Intakes for Hydropower Plants (ASCE, 1995). The features common to all designs are shown in the following sketch: AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  15 The objectives of good design are: To prevent entry of floating debris. †¢ To avoid formation of air entraining vortices. †¢ To minimize hydraulic losses. †¢ 1. 4. 1 Control of floating debrisTo prevent the entry of debris a trashrack is placed at the entry to the intake. For small hydro plants the trashrack overall size is determined based on an approach velocity of 0. 75 m/s to 1. 0m/s to facilitate manual raking. Trashracks may be designed in panels that can be lowered into p lace in grooves provided in the intake walls or permanently attacked to anchors in the intake face. The trashracks should to sloped at 14 ° from the vertical (4V:1H) to facilitate raking. The spacing between bars is determined as a function of the spacing between turbine runner blades.IS 11388 Recommendations for Design of Trashracks for Intakes should be consulted for information about spacing between trashracks bars, structural design and vibration problems. Also, see Section 2. 2. 1/5 of this Standard. 1. 4. 2 Control of Vortices First of all the direction of approach velocity should be axial with respect the intake if at all possible. If flow approaches at a significant angle (greater than 45o) AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  16 from axial these will be significant risk of vortex problems.In such a situation an experienced hydraulic engineer should be consulted and for important projects hydra ulic model studies may be required. For normal approach flow the submergence can be determined from the following formulae: S = 0. 725VD0. 5 S D V = submergence to the roof of the gate section (m) = diameter of penstock and height of gate (m) = velocity at gate for design flow. (m/s) Where: A recent paper by Raghavan and Ramachandran discusses the merits of various formulae for determining submergence (S). 1. 4. 3 Minimization of Head lossesHead losses are minimized by providing a streamlined transition between the entry section and gate section. Minimum losses will be produced when a streamlined bellmouth intake is used. For a bellmouth intake the transition section is formed with quadrants of ellipses as shown in the following sketch. The bellmouth type intake is preferred when ever the additional costs are economically justified. For smaller, mainly mini hydropower stations, simpler designs are often optimal as the cost of construction of curved concrete surfaces may not be offse t by the value of reduction in head losses.Details on the geometry of both types are given †¢ Bellmouth Intake Geometry Geometries for typical run-of-river intakes are shown below: A gate width to height of 0. 785 (D): 1. 00 (H) with H = D is recommended. This permits some reduction in the cost of gates without a significant sacrifice in hydraulic efficiency. There is a second transition between the gate and penstock, rectangular to circular. For a gate having H = D and W= 0. 785D the flow velocity at the gate will be equal to the velocity in the penstock so no further flow acceleration is produced in this section. A length for this transition of 1. x D should be satisfactory. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  17 The head loss co-efficient for this arrangement in Ki =0. 10 Details for layout of bell mouth transitions connecting to a sloping penstock are given in IS9761. †¢ Simplified layout (Mini-Hydro): For smaller/mini hydro projects intake design can be simplified by forming the transition in plane surfaces as shown below: The head loss for this design (Ki) = 0. 19V2/2g. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  18 . 4. 4. AIR VENT An air vent should be placed downstream of the head gate to facilitate air exchange between atmosphere and the penstock for the following conditions: †¢ Penstock filling when air will be expelled from the penstock as water enters. †¢ Penstock draining when air will enter the penstock to occupy the space previously filled by water. The air vent (pipe) must have an adequate cross section area to effectively handle these exchanges of air. The following design rules are recommended: Air vent area should the greater of the following values Where: (m3/s) AV = 0. 0 Ap or QT AV = 25. 0 (m2) AV = cross-section area of air vent pipe AP = cross-section area of penst ock (m2) QP = turbine rated flow ( ? QT of more than one turbine on the penstock) The air vent should exhaust to a safe location unoccupied by power company employees on the general public. 1. 4. 5 PENSTOCK FILLING A penstock should be filled slowly to avoid excessive and dangerous â€Å"blowback†. The recommended practice is to control filling rate via the head gate. The AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  19 ead gate should not be opened more than 50 mm until the penstock is completely full. (This is sometime referred to as â€Å"cracking† the gate. ) 1. 4. 6 REFERENCES ON PENSTOCK INTAKES: †¢ 1. 4. 7 Indian Standard Cited. IS 9761: Hydropower Intakes – Criteria for Hydraulic Design OTHER REFERENCES †¢ Guidelines for Design of Intakes for Hydroelectric Plants ASCE, New York (1995) †¢ Validating the Design of an Intake Structure : By Narasimham Raghavan and M. K. Ram achandran, HRW – September 2007. †¢ Layman’s Guidebook European Small Hydro Association Brussels, Belgium (June 1998)Available on the internet. †¢ Vortices at Intakes By J. L. Gordon Water Power & Dam Construction April 1970 1. 5. TRASHRACKS AND SAFETY RACKS 1. 5. 1 Trashracks: Trashracks at penstock intakes for small hydro plants should be sloped at 4 V: 1H to facilitate manual raking and the approach velocity to the trashracks limited to 1. 0 m/s or less. Use of rectangular bars is normal practice for SHP’s. Support beams should be alignment with the flow direction to minimize hydraulic losses. Detailed trashrack design should be done in accordance with IS 11388. 1. 5. 2Safety Racks: Safety racks are required at tunnel and inverted siphon entries to prevent animals or people who may have fallen into the canal from being pulled into these submerged water ways. A clear spacing of 200 mm between bars is recommended. Other aspects of design should be in accordance with IS 11388. 1. 5. 3 References on Trashracks IS11388 – â€Å"Recommendations for Design of Trashracks for Intakes†. ASCE (1995) –â€Å"Guidelines for Design of Intakes for Hydroelectric Plants†. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  20 DRAWINGS:AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  21 AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  22 2. HYDRAULIC DESIGN OF WATERWAYS The waterways or water conduction system is the system of canals, aqueducts, tunnels, inverted siphons and pipelines connecting the head works with the forebay tank. This Section provides guidelines and norms for the hydraulic design of these structures. 2. 1 2. 1. 1 CANALS Canals for small hydro plants are typically constructed in masonry or reinforced co ncrete.Several typical cross section designs are shown below: AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  23 Lined canals in earth, if required, should be designed in accordance with Indian Standard: IS 10430. A further division of canal types is based on function: – Feeder canal to connect the head regulator (intake) to the desilter – Power canal to connect the desilter to the Forebay tank. 2. 1. 2 Feeder Canals 2. 1. 2. 1 Feeder canal hydraulic design shall be based on the following criteria: = Turbine flow (QT) + Desilter flushing flow (QF).Design flow (Qd) AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  24 2. 1. 2. 2 Scouring velocity: A sufficiently high velocity must be provided to prevent deposition of sediment within the canal. This (scouring) velocity can be determined from the following formulae: d 9/7 S C = 0. 66 6 / 7 n = 0. 015 q 1 1 ? VS = . R 2 / 3 . S C/ 2 n Where: Sc = Scouring slope d = Target sediment size (m) q = Flow per unit width (Q/W) (m/s/m) R = hydraulic radius (m) Vs = scouring velocity (m/s) n = Manning’s roughness coefficient 2. 1. 2. 3 Optimization:The optimum cross section dimensions, slope and velocity should be determined by economic analysis so as to minimize the total life time costs of capital, O&M and head losses (as capitalized value). The economic parameters for this analysis should be chosen in consultation with the appropriate regional, state or central power authorities these parameters include: – Discount rate (i) – Escalation rate(e) – Plant load factor – Service life in years (n) – Annual O+M for canal (% of capital cost) – Value of energy losses (Rs/kWh). Also see Section 1. 7 of this Standard. The selected design would be based on the highest of Vs or Voptimum. . 1. 2. 4 Freeboard: A freeboard allowance above the steady state design water level is required to contain water safely within the canal in event of power outages or floods. A minimum of 0. 5 m is recommended. 2. 1. 3 Power Canals: Power canal design shall be based on the following criteria a) Design flow = total turbine flow (QT) b) Power canal design should be based on optimization of dimensions, slope and velocity, as explained in the previous section. For mini-hydro plants Q < 2. 0 m3/s optimal geometric design dimensions for Type 1 (masonry construction) can be estimated by assuming a longitudinal slope of 0. 04 and a Manning’s n value of 0. 018. Masonry construction would normally be preferred for canals with widths (W) less than 2. 0 m (flow area = AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  25 2. 0 m2). For larger canals with flow areas greater than 2. 0m2, a Type 3, box culvert design would be preferred – based on economic analysis. c) Fr eeboard: A freeboard allowance above the steady state design level is required to contain water safety within the canal in event of power outages. The waterway in most SHP’s terminates in a Forebay tank.This tank is normally equipped with an escape weir to discharge surplus water or an escape weir is provided near to the forebay tank. For mini-hydro plants a minimum freeboard of 0. 50 m is recommended. The adequacy of the above minimum freeboard should be verified for the following conditions: †¢ Maximum flow in the power canal co-incident with sudden outage of the plant. †¢ Design flow plus margins for leakage losses (+0. 02 to +0. 05 QT) and above rated operation (+ 0. 1QT). †¢ Characteristics of head regulator flow control. The freeboard allowance may be reduced to 0. 5 m after taking these factors into consideration. The maximum water level occurring in the forebay tank can be determined from the weir equation governing flow in the escape weir. 2. 1. 4 Reje ction Surge Designs which do not incorporate downstream escape weirs would be subject to the occurrence of a rejection surge in the canal on sudden turbine shutdown, giving above static water levels at the downstream end, reducing to the static level at the upstream (entry) end of the water way. Methods for evaluating water level changes due to a rejection surge are explained in Section 2. 2. 2 / 7. 0 of this Standard. . 2 AQUEDUCTS Aqueducts are typically required where feeder or power canals pass over a gully or side stream valley. If the length of the aqueduct is relatively short the same channel dimensions as for the canal can be retained and there would be no change in hydraulic design. For longer aqueducts design would be based on economic analysis subject to the proviso that flow remains sub critical with NF ? 0. 8 in the flume sections. The following sketch shows the principal dimension of aqueduct entry and exit transitions and flume section. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design OfSmall Hydro Plants /May 2011  Ã‚  26 The changes in invert elevation across the entry and exit structures can be calculated by Bernouli’s equation as below: †¢ Entry transition – consider cross – section (1) and (2); V2 V2 Z 1 + D + 1 = Z 2 + d + 2 + hL 2g 2g and 2 †¢ b? V ? hL = 0. 10 ? 1 ? ?. 2 ? B ? 2g Z2 can be determined from the above equations, since all geometrical parameters are known. Flume – Sections (2) to (3) The slope of the flume section is determined from Manning’s equation 2 †¢ ? Vn ? ( S ) = ? 2 / 3 ? . A Manning’s n = 0. 018 is suggested for concrete channels. ?R ?Some designers increase this slope by 10% to provide a margin of safety on flow capacity of the flume. Exit transition – consider cross section (3) and (4): V2 V2 Z 3 + d + 3 = Z 4 + D + 4 + hL 2g 2g AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  27 and 2 b? V ? hL = 0. 20 ? 1 ? ?. 3 ? B ? 2g Z4 can be determined from the above equations, since all geometrical parameters are known. The same basic geometry can be adapted for transition between trapezoidal canals sections and rectangular flume section, using mean flow width (B) = A/D. . 3. INVERTED SYPHONS 2. 3. 1 Inverted syphons are used where it is more economical to route the waterway underneath an obstacle. The inverted syphon is made up of the following components: †¢ Entry structure †¢ Syphon barrels †¢ Exit structure †¢ Entry Structure: Hydraulic design of the entry structure is similar to the design of reservoir, canal and penstock intakes. Follow the guidelines given in Section 2. 2. 2/2. of this Standard. †¢ Syphon barrels: The syphon barrel dimensions are normally determined by optimization ? V? ? does not tudies, with the proviso that the Froude Number ? N F = ? gd ? ? ? exceed 0. 8. Invert elevations are determine d by accounting for head losses from entry to exit of the structure using Bernouli’s equation. For reinforced concrete channels a Manning’s â€Å"n† value of 0. 018 is recommended. The head loss coefficients for mitre bends can be determined from USACE HDC 228. 2. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  28 AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  29 Exit structure: The exit structure is designed as a diverging transition to minimize head losses; the design is similar to the outlet transition from flume to canal as discussed in Subsection 2. 2. 2/2 of this Standard. The following sketches show the layout of a typical inverted siphon. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  30 2. 3. 2 Reference on Aqueducts and Inverted Syphons â€Å"Hyd raulic Structures† By C. D. Smith University of Saskatchewan Saskatoon (SK) Canada 2. 4. LOW PRESSURE PIPELINESLow pressure pipelines may be employed as an alternative to pressurized box culverts, aqueducts or inverted syphons. Concrete, plastic and steel pipes are suitable depending on site conditions and economics. Steel pipe is often an attractive alternative in place of concrete aqueducts in the form of pipe bridges, since relatively large diameter pipe possesses significant inherent structural strength. Steel pipe (with stiffening rings, as necessary), concrete and plastic pipe also have significant resistance against external pressure, if buried, and offer alternatives to inverted syphons of reinforced concrete construction.Generally pressurized flow is preferred. The pipe profile should be chosen so that pressure is positive through out. If there is a high point in the line that could trap air on filling an air bleeder valve should be provided. Otherwise, hydraulic desi gn for low pressure pipelines is similar to the requirements for inverted syphons. The choice of type of design; low pressure pipeline land pipeline material), inverted syphon or aqueduct, depends on economic and constructability considerations, in the context of a given SHP. Manning’s â€Å"n† Values for selected Pipe Materials Material Welded Steel Polyethylene (HDPE) Poly Vinyl Chloride (PVC)Asbestos Cement Cast iron Ductile iron Precast concrete pipe Manning’s â€Å"n† 0. 012 0. 009 0. 009 0. 011 0. 014 0. 015 0. 013(2) Note: (1) From Table 5. 4 Layman’s Guide Book – ESHA (2) From Ven T. Chow – Open Channel Hydraulics AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  31 2. 5. TUNNELS 2. 5. 1 Tunnels often provide an appropriate solution for water conveyance in mountainous areas. Tunnels for SHP are generally of two types. †¢ Unlined tunnels †¢ Concrete li ned tunnels On SHP tunnels are usually used as part of the water ways system and not subject to high pressures. . 5. 2 Unlined tunnels: Unlined water tunnels can be used in areas of favourable geology where the following criteria are satisfied: a) Rock mass is adequately water tight. Rock surfaces are sound and not vulnerable to erosion (or erodible zones b) are suitably protected. The static water pressure does not exceed the magnitude of the minor field c) rock stress. Controlled perimeter blasting is recommended in order to minimize over break and produce sound rock surfaces. Additionally, this construction approach tends to produce relatively uniform surfaces and minimizes the hydraulic roughness of the completed tunnel surfaces.Design velocities of 1. 5 to 2. 0 m/s on the mean AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  32 cross section area give optimal cross section design. It is normal practice to provi de a 100mm thick reinforced concrete pavement over leveled and compacted tunnel muck in the invent of the tunnel. IS 4880: Part 3 provides additional guidance on the hydraulic design of tunnels and on the selection of appropriate Manning’s â€Å"n† values. 2. 5. 3 Lined Tunnels Where geological are unfavourable it is often necessary to provide concrete linings for support of rock surfaces.IS4880: Parts 1-7 give comprehensive guidelines on the design of lined tunnels. 2. 5. 4 High Pressure Tunnels Design of high pressure tunnels is not covered in this standard. For high pressure design, if required, the designer should consult an experienced geotechnical engineer or engineering geologist. For the purpose of this standard, high pressure design is defined as tunnels subject to water pressures in excess of 10m relative to the crown of the tunnels. 2. 5. 5 Reference on Tunnels IS Standards: IS 4880 â€Å"Code of Practice for the Design of Tunnels Conveying Water†. Ot her References: Norwegian Hydropower Tunnelling† (Third volume of collected papers) Norwegian Tunneling Society Trondheim, Norway. www. tunnel. no Notably: Development of Unlined Pressure Shafts and Tunnels in Norway, by Einar Broch. 2. 6. CULVERTS AND CROSS-DRAINAGE WORKS Small hydro projects constructed in hilly areas usually include a lengthy power canal routed along a hillside contour. Lateral inflows from streams and gullies intercepted by SHP canals often transport large sediments loads which must be prevented from entering the canal. The first line of defense is the canal upstream ditch which intercepts local lateral runoff.The flow in these chains must be periodically discharged or the drain capacity will be exceeded. Flow from these drains is usually evacuated via culverts passing underneath the canal. These culverts would normally be located where gullies or streams cross the canal alignment. The capacity of canal ditches should be decided taking into consideration t he average distance between culverts. In the rare cases when distance between culverts is excessive, consideration should be given to diverting AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  33 itch flows across the canal in flumes or half round pipes to discharge over the downhill side of the canal at suitable locations. Culverts are usually required where the canal route crosses gullies or streams. Culverts at these points provide for flow separation between lateral inflows and canal inflows and often present the most economical solution for crossing small but steep valley locations. It is recommended that culverts design be based on the following hydrological criteria. †¢ For mini hydro projects, 1 in 10 year flood (Q10) †¢ For small hydro projects, 1 in 25 year flood (Q25)Where it is practical to extract the necessary basin parameters, the procedures given in Section 1. 4 should be applied. Otherwise design flows should be estimated from field measurements of cross section area and longitudinal slope at representative cross section of the gully or side stream. A survivable design approach is further recommended with canal walls strengthened to allow local over topping without damage to the canal integrity when floods exceed the design flood values. Detailed hydraulic design should be based on information from reliable texts or design guidelines – such as: â€Å"Design of Small Bridges and Culverts† Goverdhanlal †¢ †¢ 2. 7 2. 7. 1 â€Å"Engineering and Design – Drainage and Erosion Control†. Engineering Manual EM 1110-3-136 U. S. Army Corps of Engineers (1984) www. usace. army. mil/publications/eng-manuals Manufacturer’s guides, notably: – American Concrete Pipe Association www. concrete-pipe. org – Corrugated Steel Pipe Institute www. cspi. ca Power Canal Surges Power canals that are not provided with escape weirs near their downstream end will be subject to canal surges on rapid load rejections or load additions.The rejection surge will typically cause the downstream water level to rise above static level and may control the design of canal freeboard. For load additions there is a risk that the level will fall to critical at the downstream end and restrict the rate at which load can be taken on by the unit. The following formulae taken from IS 7916: 1992 can be used to estimate the magnitude of canal surges. AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  34 Maximum surge height in a power channel due to load rejection may be calculated from the empirical formulae given below:For abrupt closure hmax = K 2 + 2 Kh For gradual closure within the period required for the first wave to travel twice the length of the channel: K hmax = + V . h / g 2 Where: hmax = maximum surge wave height, K = V2/2g = velocity head, V = mean velocity of flow, and area of cross sec tion h = effective depth = top width †¢ Maximum water level resulting from a rejection surge at the downstream of a canal: Maximum W. L. = Yo + hmax †¢ Minimum water level resulting from by a start up surge at the downstream end of a canal: Minimum W. L. = YS – hmax Where: Yo YS = steady state downstream water level static downstream water level. The maximum water level profile can be approximated by a straight line joining the maximum downstream water level to the reservoir level. 2. 7. 2 Canal Surges on Complex Waterways: For waterway systems comprising several different water conductor types, the above equations are not applicable. In such cases a more detailed type of analysis will be required. The U. S. National Weather Service FLDWAV computer program can be used to solved for the transient flow conditions in such cases (Helwig, 2002). 2. 7. 3 References IS Standards cited:IS 7916: 1992 â€Å"Open Channel – Code of Practiceà ¢â‚¬ . Other References â€Å"Application of FLDWAV(Floodwave) Computer Model to Solve for Power Canal Rejection Wave for Simple and Complex Cases†. P. C. Helwig Canadian Society for Civil Engineering Proceedings, Annual Conference Montreal, Canada (2002). AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  35 3. HYDRAULIC DESIGN OF DESILTERS 3. 1 BACKGROUND Sediment transported in the flow, especially particles of hard materials such as quartz, can be harmful to turbine components.The severity of damage to equipment is a function of several variables, notably: sediment size, sediment hardness, particle shape, sediment concentration and plant head. The control of turbine wear problems due to silt erosion requires a comprehensive design approach in which sediment properties, turbine mechanical and hydraulic design, material selection and features to facilitate equipment maintenance are all considered (Naidu, 200 4). Accordingly the design parameters for desilter design should be made in consultation with the mechanical designers and turbine manufacturer.Where the risk of damage is judged to be high a settling basin (or desilter) should be constructed in the plant waterway to remove particles, greater than a selected target size. 3. 1. 1 Need The first design decision is to determine whether the sediment load in the river of interest is sufficiently high to merit construction of a desilter. There is little guidance available on this topic; however, the following limits are suggested by Naidu (2004): Table 2. 2. 3/1. 0 Concentration Suggested Maximum Allowable Sediment versus Plant Head. Parameter Head Maximum allowable sediment concentrationLow and Medium Head Turbines ? 150 m High Head Turbines > 150 m 200 ppm 150 ppm 3. 1. 2 Removal Size There are also considerable divergences of opinion on the selection of design size for sediment removal. Nozaki (1985) suggests a size range of between 0. 3 mm to 0. 6 mm for plant heads ranging from 100 m to 300 m. Indian practice is to design for a particles size of 0. 20 m regardless of head. Some authors suggest that removal of particles smaller than 0. 20 mm is not practical. The adoption of 0. 20 mm is the design (target) sediment size is recommended for Indian SHP designs.AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  36 3. 1. 3 Types of Desilters There are two basic types of desilters: Continuous flushing type Intermittent flushing type Guidelines for design of both types are given in this section. 3. 2. DESIGN CONSIDERATIONS 3. 2. 1 Data Requirements (Small Hydro Plants) It is recommended that a program of suspended sediment sampling be initiated near the intake site from an early stage during site investigations to ensure that sufficient data is available for design.The sampling program should extend through the entire rainy season and should comprise at least two readings daily. On glacier fed rivers where diurnal flow variations may exist, the schedule of sampling should be adjusted to take this phenomenon into account and the scheduled sampling times be adjusted to coincide with the hour of peak daily flow with another sample taken about twelve hours later. While it is often assumed that sediment load is directly related to flow, this is only true on the average, in a statistical sense.In fact it is quite likely, that the peak sediment event of a year may be associated with a unique upstream event such as a major landslide into the river. Such events often account for a disproportionately large proportion of the annual sediment flow. Therefore, it would also be desirable to design the sediment measurement program to provide more detailed information about such events, basically to increase the sampling frequency to one sample per 1 or 2 hours at these times. A five year long sediment collecting program would be ideal. Less than o ne monsoon season of data is considered unsatisfactory.Some authors suggest that the vertical variation of sediment concentration and variations horizontally across the river be measured. However, on fast flowing rivers inherent turbulence should ensure uniform mixing and sampling at one representative point should be sufficient. The data collected in a sediment sampling program should include: †¢ Mean daily concentration of suspended sediment (average of two readings twelve hours apart) †¢ Water temperature †¢ Flow (from a related flow gauging program) The following additional information can then be derived from collected samples.AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  37 †¢ †¢ †¢ A sediment rating curve (sediment concentration versus flow – where possible) Particle size gradation curve on combined sample Specific gravity of particles. It is also recommended that a pet rographic analysis be carried out to identify the component minerals of the sediment mix. It is likewise recommended that experiments be made on selected ranges of particles sizes to determine settling velocities. A further discussion on the subject of sediment sampling is given in Avery (1989)The characteristics of the sediment on a given river as obtained from a data collection program will assist in selection of appropriate design criteria. 3. 2. 2 Data Requirements (Mini Hydro Plants) On mini hydro projects where resources and time may not be available to undertake a comprehensive sampling program, selection of design parameters will depend to a great extent on engineering judgment, supplemented by observations on site and local information. The following regional formula by Garde and Kothyari (1985) can be used to support engineering decision making. 0. 19 ?P ? 0 Vs = 530. 0 P0. 6. Fe1. . S0. 25 Dd . 10 .? max ? ?P? Where Vs = mean sediment load in (tonnes/km2/year) s = average slope (m/m) Dd = drainage density, as total length of streams divided by catchment area (km/km2) P = mean annual precipitation (cm) Pmax = average precipitation for wettest month (cm) Fe = ground cover factor, as below: 1 Fe = [0. 80 AA + 0. 60 AG + 0. 30 AF + 0. 10 AW ] ? Ai = arable land area AA = grass land area (all in km2) AG AF = forested area AW = waste land area (bare rock) 3. 2. 3 Design Criteria The principle design criteria are: 1. The target size for removal (d): d = 0. 20 mm is recommended 2.Flushing flow: QF = 0. 2 QP is recommended 3. Total (design) flow: QT = QP + QF = 1. 2 QP. Where QP is plant flow capacity in (m3/s). AHEC/MNRE/SHP Standards/ Civil Works – Guidelines For Hydraulic Design Of Small Hydro Plants /May 2011  Ã‚  38 3. 2. 4 Siting The following factors control site selection 1. A site along the water way of appropriate size and relatively level with respect to cross section topography 2. A site high enough above river level to provide adequate head for flushing. For preliminary layout a reference river level corresponding to the mean annual flood and minimum flushing head of 1. 0 m is recommended. In principle a desilting tank can be located anywhere along the water conductor system, upstream of the penstock intake. Sometimes it is convenient to locate the desilting basin at the downstream end of the waterway system where the desilter can also provide the functions of a forebay tank. However, a location as close to the head works is normally preferred, site topography permitting. 3. 3 Hydraulic Design A desilter is made up of the following elements: †¢ Inlet section Settling tank †¢ Outlet section †¢ †¢ Flushing system 3. 3. 1

Philosophy Of Law Essay

Motive:   A motive is a state of being relating to ones goals or specific desires. One may possess a conscious or unconscious motive.   For example, one may act out of jealousy but not be aware of the jealousy.   Even if motives are determined to be conscious, they are considered involuntary feelings or desires. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A cigarette manufacturing company plans to increase profit through mediating the society’s aim of producing items that are non-nicotine. Through making â€Å"green cigarettes†, they tend to say that the said cigarettes have less nicotine, but would actually make the buyer feel to buy more because they are not consuming nicotine anyway. As a result, buyers would receive the same amount of nicotine for a higher amount of profit for the company, which is the main motive of the said marketing approach.  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Intention:   An individual’s intention is a means to an end.   In other words, an intention is a way of achieving a specific goal or desire. Individuals are conscious of their intentions and may accomplish them by voluntary acts. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A parent aims to protect his or her child through giving him the right chance to know the right principles in life that they ought to apply through maturity. Law is Concerned with Intentions:   The law is concerned with intention, but not with motive.   Determinations about motives are hard to ascertain and very complex.   Therefore, one cannot be held liable for a motive.   They are involuntary behavior patterns.   Requiring judges to determine penalties based upon motives would undercut predictability and uniformity of justice.   Given their voluntary nature, the law punishes based upon intent.   An individual can be held responsible for their intentions. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A domestic helper accidentally killed her boss for the sake of self defense from a sexual assault from the said employer so she was pronounced not guilty by the court.                                                                                                                  Skepticism Regarding Responsibility:   Skepticism attacks the method of apportionment of responsibility for violations of   law.   Will the party be held personally responsible and if so, to what degree? Or will society have to bear some of the responsibility for an individual’s violative action?   Skepticism is argued in many forms.   Skepticism may be premised upon a theory of determinism, practicalism, technologicalism, and morality. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A company aims to increase the quality of their products; however, the cost of the manufacturing has been passed in huge percentage to the consumers. As a result, the buyers has set an issue that has a great impact on the capability of the company to receive larger profit for the business. Deterministic Skepticism:   Deterministic skepticism comes in a variety of degrees.   In its most extreme, deterministic skepticism suggests that if one cannot help doing what they are doing, they should not be responsible for their actions.   Other forms of deterministic skepticism are less drastic due to their belief that only a few persons are actually in a position where they cannot help what it is that they are doing.   In the less extreme form, the inquiry focuses upon evidence regarding one’s ability to control one’s actions. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A kleptomaniac is usually not held responsible for the things that he steals because of the fact that are considered psychologically disturbed. Practical Skepticism: Practical skeptics will not inquire into the question of responsibility because of the time required for such an inquiry has an inefficient impact upon the legal system.   Such inquiry is believed to be an inefficient distribution of scarce judicial resources. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A case against sexual assault has been dismissed by the court because of the lack of supporting evidences that proves that there is a real case to be solved. Technological Skepticism: Technological skepticism refuses to inquire into the question of responsibility, because its belief that the true concern of the legal system is that of control over the public. In sum, effective social control does not include an inquiry regarding responsibility. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A case with regards a particular situation that involves an employee being disabled because of the machineries of the company has been dismissed due to the fact that the company already did its responsibility to the employee at the best of its cost. Moral Skepticism:   Moral skepticism also forbids inquiry into responsibility because the theory holds that it is inconsistent with enlightened morality to insist on individual responsibility for harm. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A man that has been separated from his wife for five years and has never been able to communicate with her now decides to marry another woman. He was permitted by his religious affiliation to do so, on the basis of the other partner being guilty of adultery and the process of divorce not being legal in the country. For this reason the court honors the marriage as well. Strict Liability: Strict liability is another theory in the consideration of allocation of responsibility. Strict liability requires assessment of liability upon grounds of physical acts without regard to actual responsibility.   The theory does not require a finding of intent to commit crime and therefore does not require resources for determination of intent.   Proponents argue allowance of strict liability to replace individual responsibility in its entirety.   Strict liability agrees with the utilitarian perspective and represents a denial of individual liberties in favor of deterrence for public protection. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   An accidental occurrence that caused the injury of an employee from a work area has been considered a null-case since the evidences show that the situation has occurred because of a mere accident and nobody could be blamed for it.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   FOUNDATIONS AND THEORIES OF LAW Eternal and Divine Law:   Eternal law recognizes the role of a divine figure in the establishment of law.   The numerous theories of eternal law suggest that law is created by the word of God, transmitted by prophet and sent to govern man.   Recognition of eternal law is still found in Hebrew, Islamic and Babylonian law. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   The decision of the church to marry a man to five wives as an Islam is never touched by the law because it is a law based from the beliefs of the people. Disadvantages of Eternal Law:   Eternal law requires faith in a divine being, of which there is no universally accepted figure. Eternal law also requires translation through a prophet who is not held liable for the rules since she interprets the word of God. Example: Natural Law: A system of rules and principles guiding human behavior based upon conduct common throughout all people.   The laws and principles grow out of humanity’s rational thoughts and conform to natural mental, moral, and physical states.   Cardinal premise states that humanity acts upon rational thoughts framed by our true nature to satisfy needs and impulses without interference from deception, dishonesty, or indulgence. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A woman was offered a high amount of money in exchange of disowning her company’s established principles in handling the people force so as to sabotage the operation of the business at the advantage of its competitor in the market. Her conscience did not permit her top do so, knowing that no matter how much money is to be paid to her, she is sure to regret what she is going to do. Early Theories of Natural Law: Various early theories of natural law believed the concept was based upon virtue, nature, reason, and God. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   The society naturally accepts the things that has already been set by the natural systems of the earth and the ways by which they relate to human lives, such as occurrences and dilemmas happening due to the climate change. Historical Natural Law Based Upon Virtue:   Natural law based upon virtue can be governed by theories of good conduct or justice and reason.   Typically, law dictates virtuous duties of a person in all facets of their life. The duties generally demand fulfillment of particular social obligations and the rules may be considered divine in origin or from the ruler.   Alternatively, the theory of virtue based upon justice and reason, demands decisions based upon an individual’s sense of justice and reason.   If a decision is prompted by anything other than justice or reason, the person has failed to live by the law of nature. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   People are expected to act towards the situation facing them through reasonable idealism of truth and principles. If a man is faced with adversity of poverty, he is expected to work on making possible amends to support his life through working and not stealing. Historical Natural Law Based Upon Natural Justice: Natural law based upon a theory of natural justice was developed by Aristotle and holds that laws are of two types; universal and specific.   Universal law is the law of nature and binding upon all people.   Universal law does not change.   In contrast, specific law is developed by the local community. It is developed by people and limited in its authority.   Specific law is apt to change frequently. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Once a person errs, the society despises sharing time with him or her until they know that he or she has already regretted the sin sincerely. Historical Natural Law Based Upon Reason:   Natural law based upon reason was developed by Cicero of Rome and establishes that law is premised upon reason in agreement with nature.   Like Aristotle’s universal law, Cicero believes that natural law based upon reason is universal in its application and does not change.   To alter this type of law would be considered a sin, and it cannot be repealed.   It is a law which is eternal and unchanging and valid to all people at all times.   This law was believed to be written by God. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   People pay in exchange of goods because it has been established through the olden times of the biblical and human history that something is given in exchange of something taken. Historical Natural Law Based Upon Divine Intervention: Natural law premised upon divinity was forwarded by St. Thomas Aquinas during the 13th century.   Saint Thomas classified law into 4 levels.   The first level is divine law, not all of which is known to man.   The second level is divine law known to man, called eternal law.   From eternal law comes natural law, and from natural law comes human law. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   People are usually guarded in their decisions through the divine understanding that they have with regards the principles of God. These decisions are considered by the court as the basis of accepting the existence of divine intervention. General Premise of Natural Law Based Upon Divine Intervention:   Saint Thomas’ general premise of natural law is founded upon a notion of goodness.   Saint Thomas’ theory holds that evil acts must be avoided and good acts accomplished. Generally, natural law applies to all people and prescribes that an individual act virtuously. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   People are expected to act upon situations based upon their understanding of the different principles of life that are considered as social norms, their decisions as per mentioned are naturally expected to be based on such moral beliefs. Criticisms of the Historical Theories of Natural Law:   Some of the criticisms of early natural law theory include; 1) failure to distinguish between natural laws and normative laws, 2) man is removed from responsibility in moral decision making, 3) man’s contribution to own civility is ignored and, 4) distrust is unnecessarily placed in manmade structures. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   The judgment of humans with regards natural occurrences had been mistakenly related to the acts of abrupt human decisions. Historical Natural Law Lacks Distinction Between Natural and Normative Law: One of natural law’s many criticisms is premised upon a lack of distinction between natural and normative law.   Natural law exists at certain levels in man and in nature whereas normative law, crafted by man, does not exist in the world of nature.   Natural law, much like nature, exists upon its own terms with no sense of morality.   Natural law is fashioned from a factual and a regular existence whereas normative law is comprised of human morality. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Same-sex marriage had not been accepted by the law before, however, just lately, it has been widely accepted by both the church and the law because of the changing levels of social and moral law in the human community. Historical Natural Law did not Assign Responsibility for Moral Decisions: Natural law forwards the proposition that nature makes the selection between two possible and competing moral values.   Realistically, the decision between competing values is made by man and not by nature.   Therefore man must assume responsibility for selecting between two values and he should not ascribe the choice to nature. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Love has been noted by almost everyone as a basis of all existing law. However, if it has been the basis of committed crime, love is then set aside to judge the situation as to how it has affected the lives of others involved in the matter. Historical Natural Law Ignores Man’s Contribution to Own Civility: Natural law does not consider man’s ethical and moral development, apart from that development which occurs through application of natural law.   This premise ignores the importance of man’s contribution to his own development.   Those opposing natural law believe man has more than a passive role in his ethical and moral development and should be given credit for such contributions. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Although humans have already created possible ways to develop their own lives,   natural law suggests that the developments are still based from the natural ways of the environment and not on the pure intellect of humans. Historical Natural Law Promotes Distrust in Man Made Structures:   Natural law promotes distrust in man made structure.   Natural law considers everything created by man to be erratic and inconsistent with prior structures.   Opponents of natural law will argue that the existence of normative standards created by man govern his sense of judgement in a consistent fashion.   Illustration of normative standards includes world religions. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Natural systems are considered perfect and sustaining. It is this reasoning that would actually break down the causes behind the social distrust upon the manmade structures that are not likely following the systems of nature in sustenance and structural existence. Justification for Punishment Based Upon Retribution:   Retribution is often cited as a justification for imposition of punishment for illegal action. Retribution is most commonly associated with a theory of fairness.   One should be punished as a result of one’s blameworthiness in committing an illegal act.   The beneficiaries of the punishment will be the society at large. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   An alleged terrorist upon investigation is judged as guilty and is kept in custody of the authority so as to protect the values of the greater number of human population. Justification for Punishment Based Upon Deterrence:   Punishment has been justified upon the basis of deterrence.   The theory holds that punishment deters illegal activity in two fashions.   First, an individual may be deterred from committing a crime after considering punishment of a prior criminal. Second, the repeat offender may be deterred from committing crime as a result of prior punishment.   The beneficiaries of the punishment will be the society at large. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A prisoner not showing change is usually asked to rehabilitate so as to help him in not repeating his act and the other by being victimized by the said act. Justification for Punishment Based Upon Reformation:   Punishment has been based upon a theory of reformation of the individual’s character, thereby allowing subsequent participation in society.   The beneficiaries of punishment under a theory of reformation will be society at large and the individual criminal. Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Reforming criminal offenders especially the juvenile population is a regular practice that is applied by the government. This aims to help reaffirm the situation of the offender in a better status in the society, thus becoming a better person t the same time.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   DEFINITIONS Jurisprudence: Jurisprudence is comprised of two definitions relevant to the study of law.   First, in the legal tradition of the United States and England, jurisprudence pertains to legal philosophy.   Secondly, other European countries refer to jurisprudence as the collection of decisions of a particular court.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Opinionated Definition:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A person looses the real understanding of the jurisprudence of law when he becomes less able to understand the law due to anger and anxiety that increases the chances of moving violently against other people in the society. Likely, jurisprudence is returned to one when he is able to receive the rightful judgment he deserves from the authorities of law.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Example:      Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A jury decides to dismiss a case because of being highly moved for the reasons of the accused of why he did the crime. It turned out that he had no choice but to do it for the sake of protecting the one’s he loved. The court was less powerful in this case as the majority of the jury as well as the people in the court the public all attested to one plausible fact that the convict did it for a deep and logical reason.               Justice: The definition of justice depends upon which definition of jurisprudence is under consideration.   By the American and English definition, justice means, â€Å"the constant and perpetual disposition of legal matters or disputes rendering every man his due[1].†Ã‚   But a broader definition of justice includes, â€Å"a moral or absolute rightness and upholding what is fair and just[2].†   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Opinionated Definition:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Justice is applied as a normalizing factor among the differences of the people on the world. It sets the differences of the people in an equalizing their ideas and opinions with regard law and such things. Hence, justice is a regular matter that needs to be applied in the society continuously. A person then is supposed to be continuously considering justice towards himself and towards others as part of his moral responsibility to the society.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Example: Wal-Mart employees claim that they are being unfairly treated by their organization. As they continue to serve the company, they are also constantly apprehended by their union to continue fighting for the justice that they deserve as the force increasing the profit of the company every year. Natural State of Man:   A state or condition whereby man reacts according to his natural impulses and not as a result of such stimulus as fraud, deceit, or misrepresentations.  Ã‚   The natural state of man is developed in the theory of Natural Law.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Opinionated Definition:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Conscience is a natural way by which humans understand the natural law of life, the impulses of humans with regards right and wrong is a strong implication of the reality of the existence of natural law. This is the section of the law that actually designs the basis of the right and wrong within the modern human law today.     Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   A man was faced with great adversity of being homeless. He along with his family needed somewhere else to stay other than the streets so the man decided to search any possible area that he and his family could live for while. Out of need, the man saw a deserted house that nearly looked destroyed, still he managed to bring his family there and live there. After a few years, he was able to improve the house. Later on the owner of the house shows up and claims that the house has been stolen from him. The man attests that it was already deserted when he saw it and looked as if nobody already owned it. The man agrees to pay the price of the lot for possession, but the owner refuses to take the offer, instead he wants them to get out of the area. The man refuses the same way and a court hearing was set to solve the issue. Logic: The science of reasoning, or the operations of understanding which are subservient to the estimation of the evidence.   The term includes both the process of proceeding from known truths to unknown, and all other intellectual operations[3]. Opinionated Definition:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Logic is used by everyone wanting to understand the regularities of life. Every individual utilizing it actually makes a meaningful understanding of the things happening to him and to the environment that he is living in. with logic’s existence, people are given the chance to reason out as to why they have done things in their past and how those experiences affect their present lives today.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Not everything has been explained to a defendant when he was talked to by his lawyer because the session hearing has already begun. However, through looking at the faces of the people in the court, logic tells him that there is something that will happen ones the new witness is set for questioning. Prerogative: An exclusive or peculiar right or privilege. A special power, privilege, immunity, or right vested in an official person, either generally, or in respect to the things of his office, or in an official body, as a court or legislature.[4] Opinionated definition:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Each person believes to have his own prerogative in life. Using it as a basis of his decisions actually makes his life more meaningful and successful as he uses the power he has to support the wants and the needs he is expected to support in his life today.     Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   The NEDA Secretary of the Philippines, Romulo Neri refuses to speak on the depth of the case on the XTE-NBN deal as he is protected by the executive privilege law stating that he can conceal things as long as he believes he has already said what he needed to say at the senate. Property Law: Property law defines the borders of our legally rightful possessions, the nature and scope of those things we can take rightful title to. It is also used to describe the exclusive right of possessing, enjoying, and disposing of a thing[5].   It is the highest right a man can have in an object. Opinionated Definition:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Every person is given the rightful authority over his belongings. This is the primary basis of the property law which draws the line of the limitations and extent of one’s properties. Such law serves as a guideline to one’s understanding of the things that rightfully belong to him.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚     A number of people ought to say that the place where their scanty homes are standing is their own as community as it is already a public property, therefore they refuse to evacuate when a public project has been passed on to be built in their area. They point out that they have already worked hard for the development of the said area and they deserve to be paid for what they have done. On the other hand, the businessmen attest that they already own the area as they already bought it, meaning that they could already do anything that they would want onto it. Ratio Decidendi: The ground or reason for reaching a decision.   The point in a case which determines the judgment[6]. Opinionated Definition:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Rational understanding of situations is likely much related to ones logical reasoning over a certain thought that explains a situation as it happens. Being rational about things makes one more capable of seeing the two sides of the coin or the positive and negative aspects of an occurrence. Being rational too helps a person to become more understanding of things as they come barging in to one’s lifetime using such occurrences as great opportunities for change and development.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Wal-Mart finally decided to face their issues with their employees. They tried to come up with the useful process of meeting the needs of their employees as they also meet the standards of the business. Likely though, after a year, the union decided to continue the cases against Wal-Mart as they believe that their values were not served well even after the agreement. Rhetoric:   The art of effective expression and the persuasive use of language.[7] Opinionated Definition:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   One’s capability of using language as a major source of expression of thoughts is a gift. However, a more persuasive pattern used by politicians and other certain personalities in the society today in an aim of influencing others is actually a more complex manner of using words for the sake of attracting people to take notice of the thoughts of the said individuals for consideration.   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   Example:   Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚  Ã‚   The politicians today use rhetorical speeches to be able to help the people understand their propagandas set for the betterment of the society as per proposed by the said individuals during campaign.   Ã‚  Ã‚  Ã‚  [1]  Ã‚  Ã‚  Ã‚  Ã‚   Black’s Law Dictionary, 6th Edition, 1990.   Ã‚  Ã‚  Ã‚  [2]  Ã‚  Ã‚  Ã‚  Ã‚   The American Heritage Dictionary, 2nd edition, 1983.   Ã‚  Ã‚  Ã‚  [3]  Ã‚  Ã‚  Ã‚  Ã‚   Black’s Law Dictionary, 6th Edition, 1990.   Ã‚  Ã‚  Ã‚  [4]  Ã‚  Ã‚  Ã‚  Ã‚   Black’s Law Dictionary, 6th Edition, 1990.   Ã‚  Ã‚  Ã‚  [5]  Ã‚  Ã‚  Ã‚  Ã‚   Black’s Law Dictionary, 6th Edition, 1990.   Ã‚  Ã‚  Ã‚  [6]  Ã‚  Ã‚  Ã‚  Ã‚   Black’s Law Dictionary, 6th Edition, 1990.   Ã‚  Ã‚  Ã‚  [7]  Ã‚  Ã‚  Ã‚  Ã‚   The American Heritage Dictionary, 2nd edition, 1983.