표제지
목차
I. 서론 12
II. 문헌연구 16
2.1. 점오염원과 비점오염원 정의 16
2.2. 점오염원 발생현황 및 관리 18
2.3. 비점오염원 발생현황 및 관리 20
2.4. 비점오염원의 특성 22
2.4.1. 비점오염원의 분류 및 유출경로 22
2.4.2. 비점오염원의 유출특성 24
2.4.3. 비점오염원의 관리기술 현황 25
2.5. 빗물 유출수 및 방류수의 재이용 현황 29
2.6. 비점오염원 처리를 위한 생물접촉공법 37
2.6.1. 생물접촉산화법의 원리 37
2.6.2. 생물접촉산화법의 특성 43
2.6.3. 생물접촉산화법의 질소제거 44
2.6.4. 생물접촉산화법의 인 제거 63
2.7. 자갈접촉산화공법에 의한 비점오염원 처리 65
2.7.1. 자갈접촉산화공법의 정화 원리 65
2.7.2. 자갈접촉산화공법의 정화 특성 67
2.7.3. 자갈접촉산화공법의 적용조건 69
2.7.4. 자갈접촉산화공법과 다른 공법들 비교 71
2.7.5. 자갈접촉산화법 연구동향 72
2.8. 침투·저류시설 74
2.8.1. 침투·저류의 원리 74
2.8.2. 우수유출저감시설 설치 기준 83
2.9. 침투·저류시설 용량 산정을 위한 프로그램 개발 86
III. 실험장치 및 방법 89
3.1. 상향류식 생물접촉 처리장치 89
3.1.1. 실험장치 및 방법 89
3.1.2. 분석방법 92
3.2. 저류 침투 실험 92
3.3. 재이용 시스템 적용을 위한 소프트웨어 개발 96
IV. 실험결과 및 고찰 100
4.1. 상향류식 생물접촉장치 실험 결과 100
4.1.1. 각 단계별 빗물 유출수 처리효율 100
4.1.2. 단계별 하수처리장 방류수 처리효율 108
4.1.3. 생물접촉 반응조의 처리 결과 115
4.2. 저류·침투조 설치 및 최적 용량산정 결과 116
4.2.1. 빗물 유출수의 저류를 위한 저류·침투조 설치 116
4.2.2. 토양 특성에 따른 저류 침투량 관측 결과 119
4.2.3. 집수면 별 최적 빗물탱크용량의 산정 124
V. 결론 및 제언 137
참고문헌 139
국문초록 148
ABSTRACT 150
Table 1.1. Quality standards of reusable water 14
Table 2.1. Point source and nonpoint source 18
Table 2.2. Major basin-specific emission load 20
Table 2.3. Nonpoint source management and policy in main 4 rivers 21
Table 2.4. Nonpoint source management and policy 22
Table 2.5. Nonpoint source loading according to land-use type 25
Table 2.6. Control of nonpoint source according to landuse type 26
Table 2.7. Technology for control of nonpoint source 26
Table 2.8. Facility for nonpoint source management 27
Table 2.9. Sewage treated effluent water reuse types 31
Table 2.10. Producing water recycling in WWTPs, South Korea 33
Table 2.11. Facility capacity in major cities, South Korea 35
Table 2.12. Status of rainwater harvesting utilization in complex house 36
Table 2.13. Status of rainwater harvesting utilization in business building 36
Table 2.14. Status of rainwater harvesting utilization in school 37
Table 2.15. Characteristics of the nitrifying bacteria 45
Table 2.16. Oxygen utilization, biomass yield, and alkalinity destruction coefficients acceptable for design of nitrification systems 48
Table 2.17. Maximum specific growth rates and half-saturation coefficient values for Nitrosomonas at constant temperature (20℃) 51
Table 2.18. Effects of temperature on nitrification maximum specific growth rate 52
Table 2.19. Industrially significant organic compounds inhibiting nitrification 54
Table 2.20. Calculated threshold values of ammonia plus ammonium-nitrogen and nitrite plus nitrous acid-nitrogen where nitrification inhibition may begin 54
Table 2.21. Values for denitrification yield and decay coefficients for various investigations using methanol 60
Table 2.22. Temperature correction coefficients for modeling denitrification (Endogenous Rate) 62
Table 2.23. Characteristics of contact oxidation process 68
Table 2.24. Performance of gravel contact oxidation process 69
Table 2.25. Status of river purification facilities in Korea 70
Table 2.26. Comparison of other process including contact oxidation process 71
Table 2.27. The formula of specific infitration parameters(Kt & Kf) for infiltration system design(이미지참조) 76
Table 2.28. Different type of Infiltration system 85
Table 3.1. Operation conditions 90
Table 3.2. Analytical methods 92
Table 4.1. The correction factor for the temperature coefficient of permeability 121
Table 4.2. Determination of coefficient of permeability(k) 122
Table 4.3. The permeability coefficient of soil conditions 122
Table 4.4. Rainfall runoff coefficients 125
Table 4.5. Input data(Kwandong Univ. Field site) 126
Table 4.6. When selecting optimal storage tank volume, rainwater supply, utilization, water replacement rate, the number of cycles 127
Table 4.7. Calculation of the optimum capacity, and the supply and utilization of rainwater 127
Table 4.8. Input data(Kwandong Univ. 50th Anniversary Hall) 130
Table 4.9. The supply and utilization of rainwater in a variety of capacities, water replacement rate calculation 131
Table 4.10. Calculation of the optimum capacity, and the supply and utilization of rainwater 131
Table 4.11. Input data(Gangneung City Hall) 134
Table 4.12. The supply and utilization of rainwater in a variety of capacities, water replacement rate calculation 135
Table 4.13. Calculation of the optimum capacity, and the supply and utilization of rainwater 135
Fig. 2.1. Pollutants loading from point and nonpoint source. 17
Fig. 2.2. Effect of runoff according to time 23
Fig. 2.3. Status of recycling water use in major cities, South Korea 34
Fig. 2.4. Process governing primary biofilm formation 38
Fig. 2.5. The development of a biofilm, depicted as a five-stage process 39
Fig. 2.6. Schematic of phosphorus release and uptake under anaerobic and aerobic conditions 65
Fig. 2.7. Principle of contact oxidation technology 65
Fig. 2.8. Conception of enhancing purification capability 66
Fig. 2.9. Mechanism of enhancing purification capability 67
Fig. 2.10. Design algorithm for storage and infiltration. 88
Fig. 3.1. Process rainwater and runoff treatment device. 90
Fig. 3.2. Upflow bioflim reactor. 91
Fig. 3.3. Experimental site. 91
Fig. 3.4. Prefabricated cells. 93
Fig. 3.5. Storage-Infiltration Combined facility section. 93
Fig. 3.6. Storage-Infiltration combined facility drawing. 94
Fig. 3.7. Rainwater catchment surface and storage tanks. 94
Fig. 3.8. Indoor permeability test 95
Fig. 3.9. Storage capacity reuse system design algorithm. 96
Fig. 3.10. Software input data values. 99
Fig. 3.11. Software output data values. 99
Fig. 4.1. BOD concentration and removal rate. 101
Fig. 4.2. COD concentration and removal rate. 103
Fig. 4.3. T-P concentration and removal rate. 104
Fig. 4.4. T-N concentration and removal rate. 106
Fig. 4.5. SS concentration and removal rate. 107
Fig. 4.6. BOD concentration and removal rate. 109
Fig. 4.7. COD concentration and removal rate. 111
Fig. 4.8. T-P concentration and removal rate. 112
Fig. 4.9. T-N concentration and removal rate. 113
Fig. 4.10. SS concentration and removal rate. 115
Fig. 4.11. Excavation construction. 117
Fig. 4.12. Step 1 storage tank assembly. 117
Fig. 4.13. Step 4 storage tank assembly. 118
Fig. 4.14. Geo-membrane and the shield construction. 118
Fig. 4.15. The finished storage-infiltration facility scene. 119
Fig. 4.16. Triangular soil classification diagram. 120
Fig. 4.17. On-site infiltration and storage experimental results. 123
Fig. 4.18. Penetration rate of change after 3 days. 124
Fig. 4.19. Experimental field site (Kwandong Univ.). 126
Fig. 4.20. Optimal supply of rainwater, utilization, water replacement rate(2), the number of cycles. 128
Fig. 4.21. Field site(Kwandong Univ. 50th Anniversary Hall). 130
Fig. 4.22. Optimal supply of rainwater, utilization, water replacement rate(2), the number of cycles. 132
Fig. 4.23. Field site(Gangneung City Hall). 134
Fig. 4.24. Optimal supply of rainwater, utilization, water replacement rate(2), the number of cycles 136