Türkiye'de stabilizasyon havuzu uygulamaları için bilgisayar programı geliştirilmesi
Başlık çevirisi mevcut değil.
- Tez No: 75181
- Danışmanlar: YRD. DOÇ. DR. ATİLLA ALTAY
- Tez Türü: Yüksek Lisans
- Konular: Çevre Mühendisliği, Environmental Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 1998
- Dil: Türkçe
- Üniversite: İstanbul Teknik Üniversitesi
- Enstitü: Fen Bilimleri Enstitüsü
- Ana Bilim Dalı: Çevre Mühendisliği Ana Bilim Dalı
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 154
Özet
ÖZET Bu tez kapsamında Türkiye için, stabilizasyon havuzu uygulamaları bir bilgisayar programı yardımıyla araştırılmıştır. Ülkemizdeki, arazi ve enerji maliyetleri düşünüldüğünde bu konu daha da önem kazanmaktadır. Bu bilgisayar programı, Türkiye'deki her il için meteorolojik veriler kullanılarak, farklı dispersiyon katsayısı, oksijenlendirme faktörü, derinlik ve bekletme sürelerinde o il için stabilizasyon havuzu uygulamasında kışlık ve yazlık verimlerin ne şekilde olacağını vermektedir. Aynı zamanda her il için üretilen alg ve oksijen miktarlarını, havuz suyu sıcaklıklarını ve BOI5 giderim hız sabitlerini hesaplamaktadır. Birinci Bölümde, yapılan çalışmanın amaç ve kapsamı açıklanmış ve önemi vurgulanmıştır. ikinci Bölümde, atıksu arıtma metot ve teknikleri hakkında bilgi verilmiştir. Üçüncü Bölümde, stabilizasyon havuzlarının mekanizması, sınırlayıcı faktörler, nutrient giderimi, metotlar, boyutlandırma ve dezenfeksiyon konuları çok geniş olarak ele alınmıştır. Dördüncü Bölümde, Türkiye'de stabilizasyon havuzu uygulamaları için hazırlanan bilgisayar programı tanıtılmış ve listesi sunulmuştur. Beşinci Bölümde ise, genel değerlendirme yapılarak, sonuç ve öneriler açıklanmıştır. ıx
Özet (Çeviri)
SUMMARY Advanced development of technology and associated industrial progress, rapid population increase and improper urbanization have increased the need for the utilization of fresh water, which is the fundamental necessity of all human beings. Discharge of domestic and industrial liquid and solid waste into the receiving media cause physical, chemical and especially biological changes in the sites where they are discharged, and it results in the destruction of present ecological equilibrium and hence, environmental pollution may go to an important extent. Removal of domestic and industrial wastewater without damaging environment or reusing them is a vital problem of today's society. Therefore, wastewater treatment facilities have an important role in protecting the environment. Although the history of wastewater treatment facilities is not so old, the collection of wastewater and carrying it outside the residential area go back to a decade. The oldest and well-known wastewater disposal and treatment systems include primitive sewage lagoons, in-situ treatment and uncontrolled stabilization ponds. Seeing that late collection and removal of wastewater in the residential area could cause the epidemic illnesses, the construction of collection systems was enhanced. However, as the wastewater, collected in the residential areas where it was discharged to some receiving media, could cause environmental pollution and instability of ecological equilibrium, new studies have been initiated for the treatment and stabilization of wastewater in recent years Stabilization ponds for wastewater treatment have been used for 3000 years. The first example of these ponds was built in 1901, in San Antonio, America. Stabilization ponds are used in wastewater treatment such as domestic and complex industrial wastewater. They are also used in a wide climatic regions, such as tropical regions and arctic regions. Such ponds can be used alone and also in conjunctions with other treatment processes. As operation mechanisms of these ponds are advanced, special types of these ponds have also been developed to apply in different situations by considering special cases. Since the stabilization ponds are simple, cheap and have a wide range of applicability, they are the most commonly used biological processes in wastewater treatment. Wastewater stabilization ponds are the simplest wastewater treatment techniques. They require the wastewater to be detained in shallow ponds to allow the organic materials to stabilize for microbial activities. Application of pond systems under complete natural conditions not requiring any enhanced processes is responsible for both advantages and disadvantages of such systems, i.e. stabilization ponds. Advantages of these systems come from their ultimate simplicity and a safer operation possibility. There is no vulnerable equipment and no special skill is required for the success of operation. However, processes advance very slowly in nature and cause very long detention time and require large area. Biological activity is effected by temperature considerably. Therefore in places, where the land is expensive, theclimate is suitable and when treatment equipment isn't needed, and no operative skill is required, stabilization ponds tend to be the most appropriate treatment system. The cost of stabilization ponds is very low, as far as the land is cheap. Building such ponds is very simple and only includes soil excavation. Besides, the cost of operation is not significant when compared with that of other treatment methods. The term, wastewater stabilization, simply means an artificial and natural wastewater pond where wastewater is detained until it becomes totally harmless and stable to be discharge into flowing water, or a field. Stabilization ponds systems can be classified by dominant type of biological reaction, duration and frequency of discharge, extent of treatment ahead of the pond, or arrangement among cells. The most basic classification depends on the dominant biological reactions occurring in the pond, the four principal types being; a. Facultative ponds b. Aerated ponds c. Aerobic ponds d. Anaerobic ponds All four types depend on the interaction on the in situ biological components for treatment and can be considered to be natural treatment systems. The most common type is the facultative ponds; other terms that are commonly applied to this type are oxidation pond, sewage lagoon, and photosynthetic pond. Facultative ponds are usually 1.2 to 2.5 meter in depth, with an aerobic layer overlying anaerobic layer, which often contains sludge deposits. The usual detention time is 5 to 30 days. Anaerobic fermentation occurs in the lower layer, and aerobic stabilization occurs in the upper layer. The key to facultative operation is oxygen production by photosynthetic algae and surface reaeration. The oxygen is utilized by the aerobic bacteria in stabilizing the organic material in the upper layer. The algae are necessary for oxygen production, but their presence in the final effluent represents one of the most serious performance problems associated with facultative ponds. The total containment pond and the controlled discharge pond are forms of facultative ponds. The total containment pond is applicable in climates in which the evaporative losses exceed the rainfall. Controlled discharge ponds have long detention times, and the effluent is discharged once or twice per year when the effluent quality and stream conditions are satisfactory. A variation of the controlled discharge pond, used in southern United States, is called a hydrography controlled release lagoon. The pond discharge is matched to periods of high flow in the receiving stream, the stream hydrography being used as the control. In aerated pond oxygen is supplied mainly through mechanical, or diffused aeration. Aerated ponds are generally 2 to 6 meter in depth with detention times of 3 to 10 days. The chief advantage of aerated ponds is that they require less area. Aerated ponds can be designed as complete mix reactors or as partial mix reactors; in the former case sufficient energy must be used to keep the pond contents in suspension at all times. The basic design of complete mix reactor is similar to that of an activated sludge system without sludge recycle. Aerobic ponds, also called high-rate aerobic ponds, maintain dissolved oxygen (DO) throughout their entire depth. They are usually 30 to 45 cm deep, allowing light to penetrate to the full depth. Mixing is often provided to expose all algae to sunlight and to prevent deposition and subsequent anaerobic conditions. Oxygen is provided XIby photosynthesis and surface reaeration and aerobic bacteria stabilize the waste. Detention time is short 3 to 5 days begin usual. Aerobic ponds are limited to warm sunny climates. Anaerobic ponds receive such a heavy organic loading that there is no aerobic zone. They are usually 2.5 to 5 meter in depth and have detention times of 20 to 50 days. The principal biological reactions occurring are acid formation and methane fermentation. Anaerobic ponds are usually used for treatment of industrial and agricultural wastes or as a pretreatment step where an industry is a significant contributor to municipal system. They do not have wide application to the treatment of municipal wastewater. Facultative pond is designed based upon removal of the biochemical oxygen demand (BOD); however, the majority of the suspended solids (SS) will be removed in the primary cell, a pond system. Sludge fermentation feedback of organic compounds to the water in a pond system is significant and has an effect on performance. During the spring and fall the thermal overturn of the pond contents can result in resuspension of significant quantities of benthic solids. The rate of sludge accumulation is affected by the liquid temperature and additional volume is added for sludge accumulation in cold climates. Although SS have a profound influence on performance of pond systems, most design equations simplify incorporation of this influence by using an overall reaction rate constant. Effluent SS generally consist of suspended organism biomass and do not include suspended waste organic matter. Several empirical and rational models for the design of these ponds have been developed. These include the ideal plug flow and complete mix models. Several produce satisfactory results, but the use of some may be limited by the difficulty in evaluating coefficients or by the complexity of the model. These models are below in; Area loading rate method: The BOD loading rate in the first cell is usually limited to 40 kg / ha. day or less, and the total hydraulic detention time in the system is 120 to 180 days in climates in which the air temperature is below 0°C. In mild climates in which the air temperature is higher than 15°C, loading on the primary cell can be 100 kg / ha. day. For average winter air temperatures above 15°C, a BOD loading rate range of 45 to 90 kg / ha. day is recommended. When the average winter air temperature ranges between 0° and 15°C, the organic loading rate should range between 22 and 45 kg / ha. day. For average winter temperature below 0°C the organic loading should range from 1 1 to 22 kg / ha. day. Gloyna equation: The BOD removal efficiency is projected to be 80 to 90 percent based on unaltered influent samples and filtered effluent samples. A pond depth of 1.5 meter is suggested for systems with significant seasonal variations in temperature and major fluctuations in daily flow. The surface area should always be based on a 1 meter depth. The algae toxicity factor is assumed to be equal to 1 for domestic wastes and many industrial wastes. The sulfide oxygen demand is also equal to 1 for sulfate equivalent ion concentration of less then 500 mg / 1. Wehner - Wilhelm equation: Thirumurthi found that the flow pattern in facultative ponds is some where between ideal plug flow and complete mix and he recommended the use for design of the following equation, developed by Wehner and Wilhelm for chemical reactor design. (Ce / Co) = ((4.a.e1/2D) / ((l+a)2^1“20) - ((l-a)2.e-a/2D)))In our country the treatment of wastewater of a region and even of a city differ from each other because of various factors such as population, economy, properties of wastewater, topography, climatic condition, urbanization and cost of the field. In this study, the treatability of wastewater in stabilization ponds for all cities of Turkey and the efficiency of these ponds have been investigated. Therefore, a computer program based on the Wehner - Wilhelm equation has been developed. The reason to study the stabilization ponds for Turkey is that construction and operation of them is very easy. But they require very large fields as well as hot and mild climates. That the land is abundant and cheap in Turkey has led us to carry out such a study on stabilization ponds, which can be implemented in warm regions (Figure 1). ¦* A Discharge Selective D ¦* A ”*¦ Discharge Selective ¦* A M; M >.C\- Discharge Selective - *: a _ H f Selective ¦z : Ç: - > Discharge L Fish Pond A=Anaerobic, F= Facultative, M= Maturation, C= Contact Tank, D= Disinfection Figure 1. Flowcharts of various stabilization ponds. xuiFurthermore, other wastewater treatment techniques have been explained in this study and they are compared with the stabilization ponds. The applicability of stabilization ponds for Turkey has been shown on maps by evaluating the results taken from the computer program. At the end of this study, the possibilities of treating wastewater of a given city by stabilization ponds have been searched. In the first chapter of this study, history of wastewater treatment, objectives, contents and importance of this study have been explained. In the second chapter, wastewater treatment methods have been explained in detail. In this chapter, the purpose of biological treatment, methods of wastewater treatment, trickling filters, activated sludge systems, extended aeration systems, stage aeration systems, linear aeration systems, stabilization ponds, oxidation lagoons and pure oxygen systems, project criteria and flow charts have been extensively discussed. In the third chapter, stabilization ponds are discussed, where the type stabilization ponds, facultative ponds, aerated ponds, aerobic and anaerobic ponds, stabilization ponds mechanism, biology, bacteria, algae, water animals, interactive factors, photosynthesis, light, respiration, temperature, nutrient requirement, nitrogen, phosphate, sulfur, carbon, disinfection in stabilization ponds, sizing of stabilization ponds and comparison of sizing have been explained as detailed as possible. In the fourth chapter, on other hand, the computer program developed for sizing the stabilization ponds for Turkey has been introduced, where advantages and disadvantages of the program, variable and variable names used in the program, method of interpolation, execution of the program and a sample run and finally full listing of program have been presented. The computer program calculates the visible maximum and minimum radiation values corresponding to the standard longitude based on the latitude, datum, turbidity and mean temperature values of a given city. Then, it also computes several dispersion coefficients and the produced algae and oxygen for each city in the oxidation factor. The most important feature of the program, on the other hand, is that it calculates a different dispersion coefficient, oxidation factor, depth and summer and winter BOD5 removal efficiency of a city whose detention time is given. In addition to these functions, the program also computes temperature of the pond water and speed constant of BOD5 removal. In the fifth chapter, an overall evaluation and the result obtained from the program are given and some suggestions have been made. In conclusion, it is believed that stabilization ponds should be considered as an alternative treatment method in addition to the classical wastewater treatment methods to save the cost of energy and operation in Turkey. In south and west regions of our country, where land is cheap and abundant, an efficiency of %90-92 in summer and %55-70 in winter can be achieved with stabilization ponds which are capable of 20 days of detention time. However, in northern and eastern region, the efficiency does not change much and in winter it is about %40-55. These results indicate that the applicability of stabilization ponds is promising. One of the most important results of this study is that BOD5 removal efficiency does not change to much with respect to the depth by using stabilization in all of our cities. Instead of very deep ponds, building only 1-2 meter ponds will be much more economical.
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