CN101693573B - Optimal design method of AAO process reaction tank - Google Patents

Abstract

The invention provides an optimal design method of an AAO process reaction tank, which is characterized by comprising the following steps: measuring inflow quality parameters and calculating model parameters according to experimental formulas and experimental parameters; then building an AAO process model by utilizing simulation software containing an ASM2d model; limiting the range of the volume of the reaction tank in the model according to the experimental formula of the hydraulic retention time (HRT), simulating the stable running of an AAO process by the simulation software, and confirming the minimum volume of the reaction tank under the condition of a stable state, thereby realizing the volume optimization of the AAO process reaction tank. The method combines the advantages of an experimental design method and a math simulation technology, and the parametric boundary condition in the ASM2d model is adjusted according to the experimental design method, therefore, defects of a pure experimental design method can be overcome, and the defects that the result obtained when the ASM2d model directly applied to a sewage treatment process is inclined to theorization and the requirement for engineering specifications is not met can be avoided.

Description

The Optimization Design in a kind of AAO technological reaction pond

Technical field

The present invention relates to the method for design of the reaction tank in a kind of sewage treatment process, relate in particular to the Optimization Design in a kind of AAO technological reaction pond.

Background technology

The reaction tank of AAO technology and improvement technology thereof has anaerobism, anoxic and aerobic environment, can realize the synchronous biological denitrogenation dephosphorizing, is a kind of widely used biologic process for treating sewage, has become one of gordian technique of municipal sewage treatment.In AAO technology, the volume of reaction tank is one of key design parameter that has influence on initial cost and wastewater treatment efficiency.At present, empirical design methods such as sludge loading method, mud method in age are mainly adopted in the design of biologic process for treating sewage (comprising AAO technology), carry out in conjunction with the empirical parameter scope in relevant design handbook, the design specifications.Parameter in these empirical methods and formula are to sum up according to a large amount of engineering practices to draw, and have easy to use, simple advantage.But, rule of thumb still there are some problems in the process of method design AAO technology, for example, a wider range of design variable in relevant design standard and the handbook, the experience of determining mainly to depend on the designer of parameter is if the designer lacks experience, reaction mechanism is understood not enough, the design variable value is too conservative, can't realize the optimization design of sewage treatment process, more can not guarantee the high efficiency of sewage disposal and the economy of running cost.In addition, design irrational technology and often will can find, increased the difficulty of meaningless investment and later stage optimization in sewage treatment project debugging or operation phase.

Activated sludge model ASM2d at present uniquely can realize the comparatively sophisticated mechanism model of denitrogenation dephosphorizing mimic simultaneously.Utilize the ASM2d model, and, just can realize the simulation of AAO technology by computer technology.This technology is used in the operation simulation of waste water treatment engineering at present, is optimized so that the problem of technology operational process is diagnosed with technology.Compare with the engineering test technology, mathematical simulation has the investment of saving, time saving advantage, is the operational management of sewage treatment project and the process optimization of operating period, and a new approach is provided.But do not occur valid approach as yet and the ASM2d model directly can be applied to the AAO technological design stage, and using defective that the ASM2d model directly carries out the AAO technological design is to lack a large amount of project data and verifies, the result easily relatively theorizes, and can not meet the requirement of engineering discipline.

Summary of the invention

The objective of the invention is at the deficiencies in the prior art, a kind of minimum volume that can either determine reaction tank is provided, can satisfy the Optimization Design in the AAO technological reaction pond of engineering discipline requirement again.

The object of the present invention is achieved like this: the Optimization Design in a kind of AAO technological reaction pond is characterized in that:

Step 1 is measured the water quality parameter of intaking, and according to experimental formula and empirical parameter, calculates the significant parameter value of AAO technology;

Step 2 according to the process parameter value that step 1 obtains, utilizes the simulation software that contains the ASM2d model to set up the AAO process modeling in computer;

Step 3 utilizes the AAO process modeling to carry out the steady-state simulation of AAO technology, and whether the checking empirical design result meet design requirement.If meet the demands, modelling is rationally effective, enters next step; If do not meet the demands, then return in the step 1, reselect the value of empirical parameter sludge loading Ls and calculate;

Step 4, according to the scope of the experience range computation reaction tank volume of hydraulic detention time HRT, and with the final condition of this scope as reaction tank volume in the ASM2d model; Volume with reaction tank is a variable then, and certain step-length is set in the scope of described reaction tank volume, carries out steady-state simulation in the AAO process modeling, draws the minimal reaction pond volume that can meet design requirement.The choosing value of step-length is the smaller the better usually, but also will consider to reduce calculated amount as far as possible, so the value of step-length can be taken the circumstances into consideration setting according to the cumulative volume size that calculates, and can be at 1～50m ³Between select, the value of step-length is set at 10m usually ³

Water quality parameter described in the step 1 is: total chemical oxygen demand COD _Cr, solvability COD _Cr, total five-day BOD BOD ₅, solvability BOD ₅, total suspended matter TSS, volatile suspended matter VSS, total Kjeldahl nitrogen TKN, solvability TKN, total nitrogen TN, ammonia nitrogen NH ₃-N, total phosphorus TP and phosphoric acid salt PO ₄-P, these 12 influent quality parameters are all measured according to national standard method.

Described in the step 1 according to experimental formula and empirical parameter, calculate the significant parameter of AAO technology, the span of its main experiences formula and empirical parameter is taken from GB50014-2006 " Code for design of outdoor sewerage engineering " and " water supply and drainage design manual (the 5th)-cities and towns draining " (second edition, 2003), calculation procedure is:

(1) calculates reaction tank cumulative volume V _T:

$V_T=\frac{Q(S_o-S_e)}{1000L_{S}X}$

Q is a flooding velocity, the m of unit ³/ d; S _oBe water inlet BOD ₅, the mg/L of unit; S _eBe water outlet BOD ₅, the mg/L of unit; X is the sludge concentration in the reaction tank, the g/L of unit; L _SBe sludge loading, units BOD ₅/ (kgMLSSd);

(2) calculate anaerobic pond volume V _P:

$V_p=\frac{t_{P}Q}{24}$

t _pBe the hydraulic detention time of anaerobic pond, the h of unit; Q is a flooding velocity, the m of unit ³/ d;

(3) calculate anoxic pond reaction tank volume V _N:

$V_N=\frac{0.001Q(N_k-N_{\mathrm{te}})-0.12\mathrm{\Δ}{X}_V}{K_{\mathrm{de}}X}$

Q is a flooding velocity, the m of unit ³/ d; N _kBe water inlet TN, the mg/L of unit; N _TeBe water outlet TN, the mg/L of unit; X is the sludge concentration in the reaction tank, the g/L of unit; Δ X _VFor discharging the biomass of reaction tank, units MLVSS/d; K _DeDenitrogenation speed when being 20 ℃ for temperature, units N/ (kgMLSSd);

$\mathrm{\Δ}{X}_V=y{Y}_t\frac{Q(S_o-S_e)}{1000}$

Q is a flooding velocity, the m of unit ³/ d; S _oBe water inlet BOD ₅, the mg/L of unit; S _eBe water outlet BOD ₅, the mg/L of unit; Y is the shared ratio of MLVSS among the MLSS, units MLVSS/kgMLSS; Y _tBe mud overall yield coefficient, units MLSS/kgBOD ₅

K _de(T)＝K _de(20)1.08 ^(T-20)

K _{De (20)}Denitrogenation speed when being 20 ℃, experience scope 0.03～0.06kgN/ (kgMLSSd), temperature during for T by the correction of this formula;

(4) calculate Aerobic Pond reaction tank volume V _O:

V _O＝V _T-V _P-V _N

(5) calculate other processing parameters:

Settling tank is selected common radical sedimentation basin for use, and hydraulic surface loading q empirical value scope is 0.6～1.5m ³/ (m ²D), settling tank surface-area A=Q/ (24 * q); Returned sluge is than R=50～100%; Backflow mixed liquor compares R _In〉=200%; Sludge age SRT=10～20d.

Described simulation software can select BioWin, GPS-X or WEST for use, is the commercially available prod.

Beneficial effect of the present invention is:

1, the inventive method combines the advantage of empirical design method and mathematical simulation emulation technology, method of design rule of thumb, ASM2d Model parameter final condition is adjusted, can either overcome the deficiency of simple empirical design method, the result relatively theorizes in the time of avoiding directly using the ASM2d model again and carry out Sewage Treatment in Process Design, can not meet the defective of the requirement of engineering discipline;

2, the inventive method has been broken away from the empirical dependence to the planner, and the reaction tank of designing can satisfy the removal requirement of national standard to pollutent, can save the volume of reaction tank simultaneously greatly, reduces initial cost, has good economic benefits.

Description of drawings

Fig. 1 is the design flow diagram of the inventive method.

Embodiment

Below in conjunction with accompanying drawing, the mode by embodiment is elaborated to technical solution of the present invention, but protection scope of the present invention is not limited to described embodiment.

Embodiment one

To handle water yield Q=30000m ³The municipal sewage treatment AAO technological design of/d is an example, shown in the flow process of Fig. 1, adopts the GPS-X simulation software, the design that its biological reaction tank volume is carried out.Design requirements reaches one-level B standard among the GB18918-2002 to COD _Cr, three significant parameters such as TN and SS control require (20 ℃ of design water temperatures): COD _Cr＜60mg/L, TN＜20mg/L, SS＜20mg/L.

Step 1 is measured the water quality parameter of intaking, and according to experimental formula and empirical parameter, calculates the significant parameter of AAO technology:

1, measures the water quality parameter of water inlet

Recording into according to national standard method, the water quality parameter of water is: COD _CrBe 440mg/L, solvability COD _CrBe 154mg/L, BOD ₅Be 208mg/L, solvability BOD ₅Be 66mg/L, TSS is 217mg/L, and VSS is 130mg/L, and TKN is 40mg/L, and solvability TKN is 32mg/L, and TN is 40mg/L, NH ₃-N is 28.8mg/L, and TP is 12mg/L, PO ₄-P is 10.5mg/L;

2, rule of thumb method designs the reaction tank volume

(1), reaction tank cumulative volume V _T

Flow Q=30000m ³/ d, sludge loading L _SThe empirical value scope is 0.1-0.2kgBOD ₅/ (kgMLSSd), get 0.15kgBOD ₅/ (kgMLSSd), the sludge concentration X empirical value scope in the reaction tank is 2.5-4.5g/L, gets 3.0g/L; Water inlet BOD ₅Concentration So=208mg/L, water outlet BOD ₅Concentration Se=20mg/L.

$V_T=\frac{Q(S_o-S_e)}{1000L_{S}X}=\frac{30000\×(208-20)}{1000\×0.15\×3.0}=12533m^3$

(2), anaerobic pond volume V _P

The hydraulic detention time t of anaerobic pond _PThe empirical value scope is 1-2h, gets 1.7h;

$V_p=\frac{t_{P}Q}{24}=\frac{1.7\×30000}{24}=2125m^3$

(3), anoxic pond volume V _N

The shared ratio y empirical value scope of MLVSS is 0.7-0.8 among the MLSS, gets 0.70; Mud overall yield coefficient Y _tThe empirical value scope is 0.4-0.8kgMLSS/kgBOD ₅, get 0.70kgMLSS/kgBOD ₅, obtain discharging the biological sludge amount of reaction tank:

$\mathrm{\Δ}{X}_V=y{Y}_t\frac{Q(S_o-S_e)}{1000}=0.70\×0.70\×\frac{30000\×(208-20)}{1000}=2764\mathrm{kg}/d;$

Denitrogenation speed K _DeThe empirical value scope is 0.03-0.06kgN/ (kgMLSSd), gets 0.04kgN/ (kgMLSSd); Sludge concentration X empirical value scope is 2.5-4.5g/L, gets 3g/L; Water inlet total nitrogen N _k=40mg/L, water outlet total nitrogen N _Te=20mg/L, according to $V_N=\frac{0.001Q(N_k-N_{\mathrm{te}})-0.12\mathrm{\Δ}{X}_V}{K_{\mathrm{de}}X}$ Try to achieve the anoxic pond volume:

$V_N=\frac{0.001\×30000\×(40-20)-0.12\×2764}{0.04\×3}=2236m^3$

(4), Aerobic Pond volume V _O:

Biological reaction tank is made up of anaerobic pond, anoxic pond and Aerobic Pond three parts, and the Aerobic Pond volume is:

V _O＝V _T-V _P-V _N＝12533-2125-2236＝8172m ³

(5), other processing parameters

Other main technologic parameters are calculated and are carried out according to empirical method, and wherein sludge retention time SRT gets 15d, and return sludge ratio R gets 100%, and then the returned sluge flow is Q * R=30000 * 100%=30000m ³/ d; Backflow mixed liquor compares R _InGet 200%, then the backflow mixed liquor flow is Q * R _In=30000 * 2000%=60000m ³/ d;

Settling tank is selected common radical sedimentation basin for use, and hydraulic surface loading q empirical value scope is 0.6-1.5m ³/ (m ²H), get 0.8m ³/ (m ²H), settling tank surface-area A=Q/ (24 * q)=30000/ (24 * 0.8)=1563m then ²

Step 2, according to the water quality parameter in the step 1, reaction tank volume and other processing parameters, utilize the GPS-X of simulation software that contains the ASM2d model in computer, to set up the model of AAO technology:

Setting the anaerobic pond volume respectively according to the data of step 1 in the reaction tank model is Vp=2125m ³, anoxic pond volume V _N=2236m ³, Aerobic Pond volume Vo=8172m ³

Select the model of one dimension sedimentation model as settling tank for use, setting surface-area according to step 1 in the settling tank model is 1250m ²

In water inlet according to setting 12 water quality parameters in the step 1;

The mud quantity of reflux of setting from the settling tank to the anaerobic pond is 30000m ³/ d, the mixed solution flow from the Aerobic Pond to the anoxic pond is 60000m ³/ d, sludge retention time are 15d.

Step 3 utilizes the AAO process modeling to carry out steady-state simulation, and according to analog result as can be known, the water quality after the processing is COD _Cr=45mg/L＜60mg/L, SS=14mg/L＜20mg/L, TN=7mg/L＜19.9mg/L, three indexs all can meet design requirement.This explanation modelling is reasonable, and analog result can be verified the empirical design result;

Step 4, according to the scope of the experience range computation reaction tank volume of hydraulic detention time HRT, and with the final condition of this scope as reaction tank volume in the ASM2d model.Volume with reaction tank is a variable then, and 10m is set ³Step-length, carry out steady-state simulation with the AAO process modeling, draw the minimal reaction pond volume that can meet design requirement.

The bounds of reaction tank volume determines that according to hydraulic detention time the empirical design scope of hydraulic detention time HRT is 7～14h, and then the scope of reaction tank volume is V _T=Q/ (24 * HRT)=30000/ (24 * 7～14)=8750～17500m ³Reaction tank volume borders condition in the setting ASM2d model is for being variable with the reaction tank volume, and it is 10m that step-length is set ³, conditioned reaction pond volume, the minimal reaction pond volume that the steady-state simulation analysis can meet design requirement.Can find that by model analysis reaction tank volume minimum is V _T=9500m ³, wherein the volume of anaerobic pond, anoxic pond and Aerobic Pond can dwindle with same ratio, promptly

$V_P=2125\×\frac{9500}{12533}=1611m^3,V_N=2236\×\frac{9500}{12533}=1695m^3,\mathrm{Vo}=8172\×$

$\frac{9500}{12533}=6194m^3$

As seen, the reaction tank of this process using is after optimization design, and the reaction tank volume is V _T=9500m ³, having reduced 24% than the volume of empirical design method design, design result both can satisfy the design requirements of national standard and design specifications, also can save engineering cost.

Embodiment two

To handle water yield Q=30000m ³The municipal sewage treatment AAO technological design of/d is an example, shown in the flow process of Fig. 1, adopts the WEST simulation software, the design that its biological reaction tank volume is carried out.Design requirements reaches one-level B standard among the GB18918-2002 to COD _Cr, three significant parameters such as TN and SS control require (20 ℃ of design water temperatures): COD _Cr＜60mg/L, TN＜20mg/L, SS＜20mg/L.

Step 1 is measured the water quality parameter of intaking, and according to experimental formula and empirical parameter, calculates the significant parameter of AAO technology:

1, measures the water quality parameter of water inlet

Recording into according to national standard method, the water quality parameter of water is: COD _CrBe 440mg/L, solvability COD _CrBe 154mg/L, BOD ₅Be 208mg/L, solvability BOD ₅Be 66mg/L, TSS is 217mg/L, and VSS is 130mg/L, and TKN is 40mg/L, and solvability TKN is 32mg/L, and TN is 40mg/L, NH ₃-N is 28.8mg/L, and TP is 12mg/L, PO ₄-P is 10.5mg/L;

2, rule of thumb method designs the reaction tank volume

(1), reaction tank cumulative volume V _T

Flow Q=30000m ³/ d, sludge loading L _SThe empirical value scope is 0.1-0.2kgBOD ₅/ (kgMLSSd), get 0.20kgBOD ₅/ (kgMLSSd), the sludge concentration X empirical value scope in the reaction tank is 2.5-4.5g/L, gets 3.0g/L; Water inlet BOD ₅Concentration So=208mg/L, water outlet BOD ₅Concentration Se=20mg/L.

$V_T=\frac{Q(S_o-S_e)}{1000L_{S}X}=\frac{3000\×(208-20)}{1000\×0.20\×3.0}9400m^3$

(2), anaerobic pond volume V _P

The hydraulic detention time t of anaerobic pond _PThe empirical value scope is 1-2h, gets 1.7h;

$V_p=\frac{t_{P}Q}{24}=\frac{1.7\×30000}{24}=2125m^3$

(3), anoxic pond volume V _N

The shared ratio y empirical value scope of MLVSS is 0.7-0.8 among the MLSS, gets 0.70; Mud overall yield coefficient Y _tThe empirical value scope is 0.4-0.8kgMLSS/kgBOD ₅, get 0.70kgMLSS/kgBOD ₅, obtain discharging the biological sludge amount of reaction tank:

$\mathrm{\Δ}{X}_V=y{Y}_t\frac{Q(S_o-S_e)}{1000}=0.70\×0.70\×\frac{30000\×(208-20)}{1000}=2764\mathrm{kg}/d;$

Denitrogenation speed K _DeThe empirical value scope is 0.03-0.06kgN/ (kgMLSSd), gets 0.04kgN/ (kgMLSSd); Sludge concentration X empirical value scope is 2.5-4.5g/L, gets 3g/L; Water inlet total nitrogen N _k=40mg/L, water outlet total nitrogen N _Te=20mg/L, according to $V_N=\frac{0.001Q(N_k-N_{\mathrm{te}})-0.12\mathrm{\Δ}{X}_V}{K_{\mathrm{de}}X}$ Try to achieve the anoxic pond volume:

$V_N=\frac{0.001\×30000\×(40-20)-0.12\×2764}{0.04\×3}=2236m^3$

(4), Aerobic Pond volume V _O:

Biological reaction tank is made up of anaerobic pond, anoxic pond and Aerobic Pond three parts, and the Aerobic Pond volume is:

V _O＝V _T-V _P-V _N＝9400-2125-2236＝5039m ³

(5), other processing parameters

Other main technologic parameters are calculated and are carried out according to empirical method, and wherein sludge retention time SRT gets 15d, and return sludge ratio R gets 100%, and then the returned sluge flow is Q * R=30000 * 100%=30000m ³/ d; Backflow mixed liquor compares R _InGet 200%, then the backflow mixed liquor flow is Q * R _In=30000 * 2000%=60000m ³/ d;

Settling tank is selected common radical sedimentation basin for use, and hydraulic surface loading q empirical value scope is 0.6-1.5m ³/ (m ²H), get 0.8m ³/ (m ²H), settling tank surface-area A=Q/ (24 * q)=30000/ (24 * 0.8)=1563m then ²

Step 2, according to the water quality parameter in the step 1, reaction tank volume and other processing parameters, utilize the WEST of simulation software that contains the ASM2d model in computer, to set up the model of AAO technology:

Setting the anaerobic pond volume respectively according to the data of step 1 in the reaction tank model is Vp=2125m ³, anoxic pond volume V _N=2236m ³, Aerobic Pond volume Vo=5039m ³

Select the model of one dimension sedimentation model as settling tank for use, setting surface-area according to step 1 in the settling tank model is 1250m ²

In water inlet according to setting 12 water quality parameters in the step 1;

The mud quantity of reflux of setting from the settling tank to the anaerobic pond is 30000m ³/ d, the mixed solution flow from the Aerobic Pond to the anoxic pond is 60000m ³/ d, sludge retention time are 15d.

Step 3 utilizes the AAO process modeling to carry out steady-state simulation, and according to analog result as can be known, the water quality after the processing is COD _Cr=46.05mg/L＜60mg/L, SS=20.10mg/L＞20mg/L, TN=6.77mg/L＜19.9mg/L, two index (COD _CrAnd TN) all can meet design requirement, an index (SS) surpasses the 20mg/L of design requirements.This explanation modelling is unreasonable rationally, returns the reaction tank cumulative volume V in the step 1 _TCalculate, reselect lower sludge loading L _S, get L _S=1.2kgBOD ₅/ (kgMLSSd) obtain overall reactor to amass V _T=15667m ³, keep anaerobic pond and Aerobic Pond constancy of volume, then: the anaerobic pond volume is Vp=2125m ³, anoxic pond volume V _N=2236m ³, Aerobic Pond volume Vo=10778m ³Change the V in the AAO process modeling _TAnd Vo, carry out steady-state simulation again.The result is COD _Cr=44.84mg/L＜60mg/L, SS=19.61mg/L＜20mg/L, TN=6.83mg/L＜19.9mg/L all meets design requirement.

Step 4, according to the scope of the experience range computation reaction tank volume of hydraulic detention time HRT, and with the final condition of this scope as reaction tank volume in the ASM2d model.Volume with reaction tank is a variable then, and 10m is set ³Step-length, carry out steady-state simulation with the AAO process modeling, draw the minimal reaction pond volume that can meet design requirement.

The bounds of reaction tank volume determines that according to hydraulic detention time the empirical design scope of hydraulic detention time HRT is 7～14h, and then the scope of reaction tank volume is V _T=Q/ (24 * HRT)=30000/ (24 * 7～14)=8750～17500m ³Reaction tank volume borders condition in the setting ASM2d model is for being variable with the reaction tank volume, and it is 10m that step-length is set ³, conditioned reaction pond volume, the minimal reaction pond volume that the steady-state simulation analysis can meet design requirement.Can find that by model analysis reaction tank volume minimum is V _T=9500m ³, wherein the volume of anaerobic pond, anoxic pond and Aerobic Pond can dwindle with same ratio, i.e. V _P=2125 * 9500/15667=1289m ³, V _N=2236 * 9500/15667=1356m ³, V _O=10778 * 9500/15667=6535m ³

As seen, the reaction tank of this process using is after optimization design, and the reaction tank volume is V _T=9500m ³, having reduced 40% than the volume of empirical design method design, design result both can satisfy the design requirements of national standard and design specifications, also can save engineering cost.

Claims (3)

1. the Optimization Design in an AAO technological reaction pond is characterized in that:

Step 1 is measured the water quality parameter of intaking, and according to experimental formula and empirical parameter, calculates and sets up the model parameter that the AAO process modeling needs;

Step 2 according to the model parameter that obtains, utilizes the simulation software that contains the ASM2d model to set up the AAO process modeling in computer;

Step 3, utilize the AAO process modeling to carry out steady-state simulation, whether checking analog result and empirical design result meet design requirement, if meet the demands, modelling is rationally effective, enters next step, if do not meet the demands, then return in the step 1, reselect the value of sludge loading Ls in the empirical parameter and calculate;

Step 4, according to the scope of the experience range computation reaction tank volume of hydraulic detention time HRT, and with the final condition of this scope as reaction tank volume in the ASM2d model; Volume with reaction tank is a variable then, and certain step-length is set in the scope of described reaction tank volume, carries out steady-state simulation in the AAO process modeling, draws the minimal reaction pond volume that can meet design requirement.

2. the Optimization Design in AAO technological reaction according to claim 1 pond is characterized in that:

Water quality parameter described in the step 1 is: total chemical oxygen demand COD _Cr, solvability COD _Cr, total five-day BOD BOD ₅, solvability BOD ₅, total suspended matter TSS, volatile suspended matter VSS, total Kjeldahl nitrogen TKN, solvability TKN, total nitrogen TN, ammonia nitrogen NH ₃-N, total phosphorus TP and phosphoric acid salt PO ₄-P;

According to experimental formula and empirical parameter, calculate the model parameter of setting up the AAO process modeling and needing and be described in the step 1:

(1) calculates reaction tank cumulative volume V _T:

$V_T=\frac{Q(S_o-S_e)}{1000L_{S}X}$

Q is a flooding velocity, the m of unit ³/ d; S _oBe water inlet BOD ₅, the mg/L of unit; S _eBe water outlet BOD ₅, the mg/L of unit; X is the sludge concentration in the reaction tank, the g/L of unit; L _SBe sludge loading, units BOD ₅/ (kgMLSSd);

(2) calculate anaerobic pond volume V _P:

$V_p=\frac{t_{p}Q}{24}$

t _pBe the hydraulic detention time of anaerobic pond, the h of unit; Q is a flooding velocity, the m of unit ³/ d;

(3) calculate anoxic pond reaction tank volume V _N:

$V_N=\frac{0.001Q(N_k-N_{\mathrm{te}})-0.12{\mathrm{\ΔX}}_V}{K_{\mathrm{de}}X}$

Q is a flooding velocity, the m of unit ³/ d; N _kBe water inlet TN, the mg/L of unit; N _TeBe water outlet TN, the mg/L of unit; X is the sludge concentration in the reaction tank, the g/L of unit; Δ X _VFor discharging the biomass of reaction tank, units MLVSS/d; K _DeDenitrogenation speed when being 20 ℃ for temperature, units N/ (kgMLSSd);

${\mathrm{\ΔX}}_V={\mathrm{yY}}_t\frac{Q(S_o-S_e)}{1000}$

Q is a flooding velocity, the m of unit ³/ d; S _oBe water inlet BOD ₅, the mg/L of unit; S _eBe water outlet BOD ₅, the mg/L of unit; Y is the shared ratio of MLVSS among the MLSS, units MLVSS/kgMLSS; Y _tBe mud overall yield coefficient, units MLSS/kgBOD ₅

K _de(T)＝K _de(20)1.08 ^(T-20)

K _{De (20)}Denitrogenation speed when being 20 ℃, experience scope 0.03-0.06kgN/ (kgMLSSd), temperature during for T by the correction of this formula;

(4) calculate Aerobic Pond reaction tank volume V _O:

V _O＝V _T-V _P-V _N

(5) calculate other processing parameters:

Settling tank is selected common radical sedimentation basin for use, and hydraulic surface loading q empirical value scope is 0.6～1.5m ³/ (m ²H), settling tank surface-area A=Q/q then; Returned sluge is than R=50～100%; Backflow mixed liquor compares R _In〉=200%; Sludge age SRT=10～20d.

3. the Optimization Design in AAO technological reaction according to claim 1 and 2 pond is characterized in that: described simulation software is BioWin, GPS-X or WEST.

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