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Design of Water Filter for Third World Countries
Abstract
The residents in third world countries battle against waterborne diseases every day. It is a luxury to have access to safe drinking water. However, it is extremely difficult to invest on a water filter with minimal annual income. A low cost water filter can serve as a subsidy such that every family can take advantage of this luxury. In this thesis, literature reviews on existing water filters have been completed and design of a dual level water filter with ceramic and activated carbon is developed. Water flow rate tests are carried out to optimize water filter design.
Further, the filter effectiveness in diminishing various contaminates is analyzed by a licensed sampling laboratory. A manufacturing line to produce the dual water filters is proposed and the cost of manufacturing a unit is calculated to be $1.53 USD, which is an affordable price for people in third world countries. With a low cost water filter available, residents in the third world countries could enjoy having safe drinking water and improve quality of life.
Design of Water Filter for Third World Countries
Abstract
The residents in third world countries battle against waterborne diseases every day. It is a luxury to have access to safe drinking water. However, it is extremely difficult to invest on a water filter with minimal annual income. A low cost water filter can serve as a subsidy such that every family can take advantage of this luxury. In this thesis, literature reviews on existing water filters have been completed and design of a dual level water filter with ceramic and activated carbon is developed. Water flow rate tests are carried out to optimize water filter design.
Further, the filter effectiveness in diminishing various contaminates is analyzed by a licensed sampling laboratory. A manufacturing line to produce the dual water filters is proposed and the cost of manufacturing a unit is calculated to be $1.53 USD, which is an affordable price for people in third world countries. With a low cost water filter available, residents in the third world countries could enjoy having safe drinking water and improve quality of life.
Design of Reverse Osmosis Process For The Purification Of River Water In The Southern Belt Of Bangladesh
Introduction
Abundance and quality water supply is essential for all living species. Sustainable agriculture and industrial production need steady supply of freshwater. In many parts of the today’s world, desalination plays a vital role for sustaining human habitation besides the existing conventional water treatment technologies. Membrane based RO process has become a popular method to supply the fresh water from seawater and brackish water in different regions. RO (Figure 1) is a pressure driven process which under pressure reverses the flow direction of the solvent (in the opposite direction of osmosis process). Substantial efforts have been made by researchers on freshwater production (Sassi, 2012) and wastewater treatment (Stoller et al., 2016) using the RO. Rapid growth of membrane desalination processes enhanced the removal of ionic contaminants (Sassi and Mujtaba, 2013), pharmaceutical active compounds (Gur-Reznik et al., 2011) and other types of effluents from chemical, petrochemical, electrochemical, food, paper and tanning industries. Demineralised water can be supplied to several industries by treating the saline water using the RO process. However, there are limited studies on the production of demineralised water. Demineralised water is completely free (or almost) of dissolved minerals (Kremser et al. 2006) which has total dissolved solids (TDS) as low as 1 mg/l. Kremser et al. (2006) described operating experience on demineralized water plant.
In this work, RO based desalination process is considered using three stages described by (Sassi, 2012) as shown in Figure 1. The plant nominal operating and design parameters (of commercial Film Tec spiral wound RO membrane elements) are taken from Abbas (2005). Firstly, the model prediction is validated against those reported by Sassi and Mujtaba (2010). Secondly, an optimization problem incorporating a process model is formulated to optimize the design and operating parameters in order to minimize specific energy consumption and the results are compared with Sassi (2012). Since those models (Sassi, 2012) are validated for freshwater production, the model parameters such as (water and salt permeability coefficients) needs to be updated for demineralised water. A structure of the RO network is developed based on RO network (two-stage seawater pass and two-stage brackish water pass). Different parameters are updated for the model from the literature.
Design of Reverse Osmosis Process For The Purification Of River Water In The Southern Belt Of Bangladesh
Introduction
Abundance and quality water supply is essential for all living species. Sustainable agriculture and industrial production need steady supply of freshwater. In many parts of the today’s world, desalination plays a vital role for sustaining human habitation besides the existing conventional water treatment technologies. Membrane based RO process has become a popular method to supply the fresh water from seawater and brackish water in different regions. RO (Figure 1) is a pressure driven process which under pressure reverses the flow direction of the solvent (in the opposite direction of osmosis process). Substantial efforts have been made by researchers on freshwater production (Sassi, 2012) and wastewater treatment (Stoller et al., 2016) using the RO. Rapid growth of membrane desalination processes enhanced the removal of ionic contaminants (Sassi and Mujtaba, 2013), pharmaceutical active compounds (Gur-Reznik et al., 2011) and other types of effluents from chemical, petrochemical, electrochemical, food, paper and tanning industries. Demineralised water can be supplied to several industries by treating the saline water using the RO process. However, there are limited studies on the production of demineralised water. Demineralised water is completely free (or almost) of dissolved minerals (Kremser et al. 2006) which has total dissolved solids (TDS) as low as 1 mg/l. Kremser et al. (2006) described operating experience on demineralized water plant.
In this work, RO based desalination process is considered using three stages described by (Sassi, 2012) as shown in Figure 1. The plant nominal operating and design parameters (of commercial Film Tec spiral wound RO membrane elements) are taken from Abbas (2005). Firstly, the model prediction is validated against those reported by Sassi and Mujtaba (2010). Secondly, an optimization problem incorporating a process model is formulated to optimize the design and operating parameters in order to minimize specific energy consumption and the results are compared with Sassi (2012). Since those models (Sassi, 2012) are validated for freshwater production, the model parameters such as (water and salt permeability coefficients) needs to be updated for demineralised water. A structure of the RO network is developed based on RO network (two-stage seawater pass and two-stage brackish water pass). Different parameters are updated for the model from the literature.
Chilled Water Plant Design Guide
Introduction:
Many large buildings, campuses, and other facilities have plants that make chilled water and distribute it to air handling units and other cooling equipment. The design operation and maintenance of these chilled water plants has a very large impact on building energy use and energy operating cost. Not only do chilled water plants use very significant amounts of electricity (as well as gas in some cases), they also significantly contribute to the peak load of buildings. The utility grid in California, and in many other areas of the country, experiences its maximum peak on hot summer days. During this peak event, chilled water plants are often running at maximum capacity. When temperatures are moderate, chilled water plants are shut down or operated in stand-by mode. This variation in the rate of energy use is a major contributor to the peaks and valleys in energy demand, which is one of the problems that must be addressed by utility grid managers. Most buildings and facilities that have chilled water plants have special utility rates where the cost of electricity depends on when it is used and the maximum rate of use. For instance, PG&E has five time charge periods: summer on-peak, summer mid-peak, summer off-peak, winter mid-peak and winter off-peak. The price of electricity is several times higher during the summer on-peak than it is during the off-peak periods. Not only does the cost of electricity vary, but most utility rates also have a monthly demand charge based on the maximum rate of electricity use for the billing period. Since chilled water plants operate more intensely during the summer peak period, efficiency gains and peak reductions can result in very large utility bill savings. In addition to new construction, the chilled water plants of many existing buildings are being replaced or overhauled. Older chilled water plants have equipment that uses ozone-damaging refrigerants. International treaties, in particular the Montreal Protocol, call for ozone damaging chemicals (in particular CFCs) to be phased out of production. As the availability of CFCs is reduced, the price will skyrocket, creating pressure for chilled water plants to be overhauled or replaced.
Chilled Water Plant Design Guide
Introduction:
Many large buildings, campuses, and other facilities have plants that make chilled water and distribute it to air handling units and other cooling equipment. The design operation and maintenance of these chilled water plants has a very large impact on building energy use and energy operating cost. Not only do chilled water plants use very significant amounts of electricity (as well as gas in some cases), they also significantly contribute to the peak load of buildings. The utility grid in California, and in many other areas of the country, experiences its maximum peak on hot summer days. During this peak event, chilled water plants are often running at maximum capacity. When temperatures are moderate, chilled water plants are shut down or operated in stand-by mode. This variation in the rate of energy use is a major contributor to the peaks and valleys in energy demand, which is one of the problems that must be addressed by utility grid managers. Most buildings and facilities that have chilled water plants have special utility rates where the cost of electricity depends on when it is used and the maximum rate of use. For instance, PG&E has five time charge periods: summer on-peak, summer mid-peak, summer off-peak, winter mid-peak and winter off-peak. The price of electricity is several times higher during the summer on-peak than it is during the off-peak periods. Not only does the cost of electricity vary, but most utility rates also have a monthly demand charge based on the maximum rate of electricity use for the billing period. Since chilled water plants operate more intensely during the summer peak period, efficiency gains and peak reductions can result in very large utility bill savings. In addition to new construction, the chilled water plants of many existing buildings are being replaced or overhauled. Older chilled water plants have equipment that uses ozone-damaging refrigerants. International treaties, in particular the Montreal Protocol, call for ozone damaging chemicals (in particular CFCs) to be phased out of production. As the availability of CFCs is reduced, the price will skyrocket, creating pressure for chilled water plants to be overhauled or replaced.
IMS Design Quick Start Guide
The IMSDesign Quick Start Guide contains information about how you can install the Integrated Membrane System Design (IMSDesign) application. Additionally, this guide contains detailed information about setting the options related to different modules of the application.
IMS Design Quick Start Guide
The IMSDesign Quick Start Guide contains information about how you can install the Integrated Membrane System Design (IMSDesign) application. Additionally, this guide contains detailed information about setting the options related to different modules of the application.
Community Public Water Systems Design Criteria
Introduction:
This publication is a revised edition of our Design Criteria for Community Public Water Systems. They have been prepared as a guide to water systems, design engineers, and our own staff. There has been no attempt to address every situation. We also know that there will be occasions when these criteria will not apply. Exceptions will be handled on an individual basis. The Tennessee Safe Drinking Water Act of 1983 requires The Department of Environment & Conservation to: "Exercise general supervision over the construction of public water systems throughout the state. Such general supervision shall include all the features of construction of public water systems which do or may affect the sanitary quality or the quantity of the water supply. No new construction shall be done nor shall any change be made in any public water system until the plans for such new construction or change have been submitted and approved by the department." (Extract of part of Section 68-221-706, Tennessee Code) Where the terms shall and must are used, it is intended to be a mandatory requirement. Other terms such as should, recommend, preferred, and the like, are intended to show desirable equipment, procedures, or methods. We encourage development of new methods and equipment. However, any new developments must be demonstrated to be satisfactory before we can approve their use. Operating data from other installations, or demonstration of the equipment by a manufacturer's representative, or both, may be needed for our review. These criteria are a compilation of information from a number of sources. The principle source, however, is Recommended Standards for Water Works, 1982 Edition. This publication is a report of "The Committee of the Great Lakes Upper Mississippi River Board of State Sanitary Engineers" and is commonly known as Ten-State Standards.
Community Public Water Systems Design Criteria
Introduction:
This publication is a revised edition of our Design Criteria for Community Public Water Systems. They have been prepared as a guide to water systems, design engineers, and our own staff. There has been no attempt to address every situation. We also know that there will be occasions when these criteria will not apply. Exceptions will be handled on an individual basis. The Tennessee Safe Drinking Water Act of 1983 requires The Department of Environment & Conservation to: "Exercise general supervision over the construction of public water systems throughout the state. Such general supervision shall include all the features of construction of public water systems which do or may affect the sanitary quality or the quantity of the water supply. No new construction shall be done nor shall any change be made in any public water system until the plans for such new construction or change have been submitted and approved by the department." (Extract of part of Section 68-221-706, Tennessee Code) Where the terms shall and must are used, it is intended to be a mandatory requirement. Other terms such as should, recommend, preferred, and the like, are intended to show desirable equipment, procedures, or methods. We encourage development of new methods and equipment. However, any new developments must be demonstrated to be satisfactory before we can approve their use. Operating data from other installations, or demonstration of the equipment by a manufacturer's representative, or both, may be needed for our review. These criteria are a compilation of information from a number of sources. The principle source, however, is Recommended Standards for Water Works, 1982 Edition. This publication is a report of "The Committee of the Great Lakes Upper Mississippi River Board of State Sanitary Engineers" and is commonly known as Ten-State Standards.
Guidelines For Wastewater Reuse In Agriculture And Aquaculture
There has been an increasing interest in reuse of wastewater in agriculture over the last few decades due to increased demand for freshwater. Population growth, increased per capita use of water, the demands of industry and of the agricultural sector all put pressure on water resources. Treatment of wastewater provides an effluent of sufficient quality that it should be put to beneficial use and not wasted (Asano, 1998). The reuse of wastewater has been
successful for irrigation of a wide array of crops, and increases in crop yields from 10-30% have been reported (cited in Asano, 1998). In addition, the reuse of treated wastewater for irrigation and industrial purposes can be used as strategy to release freshwater for domestic use, and to improve the quality of river waters used for abstraction of drinking water (by reducing disposal of effluent into rivers).
Guidelines For Wastewater Reuse In Agriculture And Aquaculture
There has been an increasing interest in reuse of wastewater in agriculture over the last few decades due to increased demand for freshwater. Population growth, increased per capita use of water, the demands of industry and of the agricultural sector all put pressure on water resources. Treatment of wastewater provides an effluent of sufficient quality that it should be put to beneficial use and not wasted (Asano, 1998). The reuse of wastewater has been
successful for irrigation of a wide array of crops, and increases in crop yields from 10-30% have been reported (cited in Asano, 1998). In addition, the reuse of treated wastewater for irrigation and industrial purposes can be used as strategy to release freshwater for domestic use, and to improve the quality of river waters used for abstraction of drinking water (by reducing disposal of effluent into rivers).
Guidelines for Drinking-Water Quality
The primary purpose of the Guidelines for drinking-water quality is the protection of public health. The Guidelines provide the recommendations of the World Health Organization (WHO) for managing the risk from hazards that may compromise the safety of drinking-water. The recommendations should be
considered in the context of managing the risk from other sources of exposureto these hazards, such as waste, air, food and consumer products.
Guidelines for Drinking-Water Quality
The primary purpose of the Guidelines for drinking-water quality is the protection of public health. The Guidelines provide the recommendations of the World Health Organization (WHO) for managing the risk from hazards that may compromise the safety of drinking-water. The recommendations should be
considered in the context of managing the risk from other sources of exposureto these hazards, such as waste, air, food and consumer products.
Design Characteristics For Evaporation Ponds In Wyoming
ABSTRACT:
Information for the design of evaporation ponds in Wyoming has been developed. The suitability of various models for estimating evaporation and its variability was investigated while the spatial and temporal variabilities of net evaporation at seven locations were described. A routing procedure was developed to analyze the effects of uncertainty in net evaporation estimates on the probability of pond failure. Comparison of equations which estimate evaporation using climatological data showed that the equations vary greatly in their ability to define the variability of evaporation. The Kohler-Nordenson-Fox equation provided monthly and annual evaporation estimates having statistics resembling those of
measured pan data closer than any of seven other equations tested. The equation requires temperature, radiation, wind, and humidity data as inputs. The Kohler-Nordenson-Fox equation using climatic data extrapolated from nearby stations provided better definition of the variability of evaporation than did equations requiring only on-site temperature data. However, results indicate that extreme care must be taken in selecting the stations from which data will be extrapolated. Monthly and annual means, standard deviations, and highest and lowest evaporation and net evaporation values have been calculated for seven Wyoming stations. The year-to-year and spatial variation of evaporation and/or net evaporation in Wyoming was shown to be great enough to cause serious problems in defining rates for evaporation pond designs. Several factors were shown to exist which might produce uncertainties in any estimate of evaporation. The routing procedure was applied to analyze the effects of these uncertainties and variations. Results indicate that the liquid depth of an evaporation pond depends greatly on evaporation rates and maintenance of minimum liquid depths without pond overflow is very difficult.
Design Characteristics For Evaporation Ponds In Wyoming
ABSTRACT:
Information for the design of evaporation ponds in Wyoming has been developed. The suitability of various models for estimating evaporation and its variability was investigated while the spatial and temporal variabilities of net evaporation at seven locations were described. A routing procedure was developed to analyze the effects of uncertainty in net evaporation estimates on the probability of pond failure. Comparison of equations which estimate evaporation using climatological data showed that the equations vary greatly in their ability to define the variability of evaporation. The Kohler-Nordenson-Fox equation provided monthly and annual evaporation estimates having statistics resembling those of
measured pan data closer than any of seven other equations tested. The equation requires temperature, radiation, wind, and humidity data as inputs. The Kohler-Nordenson-Fox equation using climatic data extrapolated from nearby stations provided better definition of the variability of evaporation than did equations requiring only on-site temperature data. However, results indicate that extreme care must be taken in selecting the stations from which data will be extrapolated. Monthly and annual means, standard deviations, and highest and lowest evaporation and net evaporation values have been calculated for seven Wyoming stations. The year-to-year and spatial variation of evaporation and/or net evaporation in Wyoming was shown to be great enough to cause serious problems in defining rates for evaporation pond designs. Several factors were shown to exist which might produce uncertainties in any estimate of evaporation. The routing procedure was applied to analyze the effects of these uncertainties and variations. Results indicate that the liquid depth of an evaporation pond depends greatly on evaporation rates and maintenance of minimum liquid depths without pond overflow is very difficult.
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