HJ 2013-2012Technical specifications of up-flow anaerobic sludge blanket (UASB) reactor for wastewater treatment (English PDF)

3.1 Upflow anaerobic sludge blanket reactor upflow anaerobic sludge blanket reactor

Means that the wastewater enters the bottom sludge layer and the upper middle sludge suspension zone through the water distribution device, and the anaerobic microorganisms therein the reaction is carried out to generate biogas, and the gas, liquid and solid mixture is separated by the upper three-phase separator, and the sludge is returned to the sludge suspension.

Zone, after separation, the wastewater is discharged from the system, and the anaerobic reactor (referred to as UASB reactor) that produces biogas is recovered.

3.2 Three-phase separator three-phase separator

It is installed in the upper part of the anaerobic sludge bed to collect the biogas generated in the reaction zone, and to precipitate and discharge the suspended solids.

A device for separating gases, solids, and liquids.

3.3 Flocculent sludge

Also known as anaerobic activated sludge, it refers to the mixing of facultative bacteria and obligate anaerobic bacteria with organic and inorganic solids in wastewater.

The dark brown floc formed.

3.4 Granular sludge

Refers to cell aggregates formed by biological self-fixation processes; anaerobic granular sludge has a certain shape, structure and surface area.

The particle size is relatively large (d >0.5mm), and has relatively stable physical properties in terms of sinking speed, strength, density, and void ratio.

Quality, which contains various enzymes and microflora necessary for degrading organic pollutants in wastewater, and has high methanogenic activity.

3.5 Volumetric load

Refers to the mass of organic pollutants in the wastewater per unit volume of the reactor, generally expressed in kgCODCr/(m3 · d).

3.6 Reactor start reactor start-up

Inject the inoculum into the anaerobic reactor, acclimate and culture the inoculum by controlling the influent conditions, and make the reactor anaerobic the amount and activity of activated sludge are gradually increased and adapted to the influent conditions until the performance of the reactor is stable and the design is required.

The whole process of seeking.

4.1 Design water quantity

4.1.1 The designed water volume shall be designed according to the actual wastewater flow measured at the total discharge of the plant or industrial park. Test method should be consistent HJ/T 91 regulations.

4.1.2 The change of wastewater flow rate should be measured according to the characteristics of the process, and the flow coefficient of variation should be determined.

4.1.3 When the actual measurement data cannot be obtained, it can be determined by reference to the relevant provisions of the current national industrial water consumption, or the same industry scale is the same as the existing plant drainage data of the process.

4.1.4 Domestic sewage in the factory or industrial park should directly enter the subsequent aerobic treatment unit. Domestic sewage volume, bathing the determination of the amount of sewage shall comply with the relevant provisions of GB 50015.

4.1.5 Lifting pump house, grid well and grit chamber should be calculated according to the highest daily maximum wastewater volume.

4.1.6 UASB reactor design flow rate should be designed according to the highest daily average wastewater volume, such as setting the adjustment tank in the plant area and staying for more than 8h, the UASB reactor design flow can be designed on average daily average.

4.1.7 The water delivery facilities such as pumps and pipelines before and after the UASB reactor shall be designed according to the highest daily maximum wastewater volume.

4.2 Design water quality

4.2.1 The design water quality shall be determined based on the actual measured data of the industrial wastewater entering the sewage treatment plant (station), and the determination method thereof and data processing methods should be in accordance with HJ/T 91. When there is no actual measurement data, refer to the emission data of similar factories.

Than ok.

4.2.2 UASB reactors should meet the following water inlet conditions.

a) pH should be 6.0 ~ 8.0;

b) The normal temperature anaerobic temperature should be 20 ° C ~ 25 ° C, the intermediate temperature anaerobic temperature should be 35 ° C ~ 40 ° C, high temperature anaerobic temperature should be 50 ° C ~ 55 ° C;

c) nutrient combination ratio (CODCr. ammonia nitrogen. phosphorus) should be 100 ~ 500. 5. 1;

d) the ratio of BOD5/CODCr should be greater than 0.3;

e) the suspended matter content in the influent water should be less than 1500mg/L;

f) the concentration of ammonia nitrogen in the influent water should be less than.2000mg/L;

g) the concentration of sulfate in the influent water should be less than 1000mg/L;

h) The concentration of CODCr in the influent water should be greater than 1500mg/L;

i) Strictly control the concentration of heavy metals, cyanides, phenols and other substances into the anaerobic reactor.

4.2.3 If the water inflow requirements are not met, appropriate pretreatment measures should be used.

4.2.4 When designing direct discharge of water, it should meet the requirements of national or local emission standards; when discharging into the next-stage treatment unit, Meet the influent requirements of the next level of processing unit.

4.3 Pollutant removal rate

Refer to Table 1 for the removal effect of UASB reactor on pollutants.

Table 1 Removal rate of pollutants in UASB reactor

Chemical Oxygen Consumption (CODCr) 5 Day Biochemical Oxygen Demand (BOD5) Suspended Solids (SS) 80~90% 70~80% 30~50%

5.1 General provisions

5.1.1 UASB reactor design should comply with the current national standards and technical specifications in addition to the implementation of this standard.

set.

5.1.2 Treatment of waste gas, waste water, waste residue and other pollutants generated during the construction and operation of sewage treatment plants (station) Emissions shall be subject to the provisions of national environmental protection regulations and relevant standards, and shall not cause secondary pollution.

5.1.3 The design and construction of sewage treatment plants (stations) shall adopt effective noise reduction, noise reduction, greening and other measures to reduce noise.

The noise and vibration control design shall comply with the provisions of GB J87 and GB 50040, and the environmental noise emission at the boundary shall comply with GB 12348.

It is stipulated that green belts should be built around the sewage treatment plant (station) and have a certain protective distance.

The evaluation is determined.

5.1.4 The sewage treatment plant (station) shall install an online monitoring system in accordance with national or local environmental protection management requirements.

The installation, acceptance and operation of the test system shall be in accordance with HJ/T 353, HJ/T 354 and HJ/T 355.

5.2 Project composition

5.2.1 UASB sewage treatment plant (station) mainly consists of pretreatment, UASB reactor, subsequent treatment, excess sludge, and biogas and the use of system components. Subsequent processing generally refers to aerobic treatment and this part is outside the scope of this specification.

5.2.2 UASB reactor mainly consists of water distribution device, three-phase separator, water collection device, sludge discharge device and heating and insulation Device composition.

5.2.3 UASB sewage treatment plant (station) auxiliary works include. general plan, construction, structure, power supply and distribution, water supply and drainage, fire protection, HVAC, detection and control, etc.

5.2.4 The sewage treatment plant (station) shall set up standardized sewage outlets in accordance with relevant national and local regulations.

5.3 Plant (station) site selection and general layout

5.3.1 The site and overall layout of the sewage treatment plant (station) shall comply with the relevant provisions of GB 50014. The general plan design should conform to GB 50187 Provisions.

5.3.2 The flood control standard of the sewage treatment plant (station) should not be lower than the urban flood control standard.

5.3.3 The vertical design of the treatment unit should make full use of the original terrain, as far as possible to achieve earthwork balance and reduce the number of sewage upgrades.

number.

5.3.4 When the sewage treatment plant (station) is constructed in phases, the overall layout and reserved space shall be carried out according to the long-term treatment scale. Pipe network and Underground structures should be built at one time.

5.3.5 All kinds of pipelines of sewage treatment plants (station) should be arranged in a coordinated manner to avoid mutual interference, easy to clear and maintain, and reasonably clothed Set the override and vent line.

6.1 Process

Influent

Pretreatment

emission

Follow-up

Sludge treatment

Biogas purification biogas utilization UASB

Figure 1 process flow chart

6.2 Pretreatment

6.2.1 Pretreatment includes grids, grit chambers, sedimentation tanks, conditioning tanks, acidification tanks and heating tanks.

Enter UASB

reactor

Water grid

pH, temperature regulation, nutrient salt dosing Legend. Recommended Process Cell Optional Process Cell

Figure 2 Pretreatment process

6.2.2 Thick, fine grid or fine grid screen shall be provided as required. The design of the grille and fine screen should comply with GB 50014 and HJ/T 250, HJ/T 262 regulations.

6.2.3 When dealing with livestock and poultry manure, slaughter and distiller's grains and other sand-containing wastewater, a grit chamber should be provided. The design of the grit chamber should be consistent with the provisions of GB 50014.

6.2.4 When treating wastewater containing a large amount of suspended solids such as paper, starch, etc., a sedimentation tank shall be provided. The design of the sedimentation tank should be consistent the provisions of GB 50014.

6.2.5 The adjustment tank should be set. The design of the conditioning tank should meet the following requirements.

a) The capacity of the adjustment tank should be determined according to the change curve of the wastewater flow; when there is no flow curve, the capacity of the adjustment tank should be to meet the requirements of water quality and water equalization in the production drainage cycle, the residence time should be 6h~12h; if it is intermittent operation, the adjustment tank the capacity should be set in 1~2 cycles;

b) It is advisable to add acid, alkali, nutrient source (nitrogen, phosphorus, etc.) to the regulating tank, which can also be used as a neutralization tank;

c) The mixing facility should be set in the adjustment tank, and the power of the mixer should be 4W/m3~8W/m3;

d) The slag removal device shall be installed at the outlet end of the adjustment tank, and the sand removal and sludge discharge device shall be installed at the bottom of the tank.

6.2.6 The pH adjustment and dosing device should be located in the dosing room and should be designed to meet the following requirements.

a) Adjust and control the pH in the UASB reactor by adding alkaline or acidic substances.

Na2CO3, NaHCO3, NaOH, etc.; acidic substances mainly include hydrochloric acid, sulfuric acid, etc.;

b) The drug should have a certain amount of storage, the storage time of the acidic substance should be more than 7d, and the storage time of the alkaline substance should be 15d or more;

c) It is advisable to use a special solvent-dissolving tank and mixing equipment for the dissolution of the drug, and the metering pump should be used for automatic quantitative dosing;

d) The pH value should be adjusted in the neutralization tank or the adjustment tank by adding acidic or alkaline substances. The pH should be finely adjusted.

a mixer and a quantitative acid plus alkali pump;

e) It is advisable to set up a drug dissolving and dosing device such as nutrient salt (nitrogen, phosphorus, etc.) in the dosing room.

6.2.7 When the influent water is less biodegradable, an acidification tank should be provided. The acidification tank design should meet the following requirements.

a) It is advisable to use the bottom cloth water flow mode;

b) It is advisable to increase the treatment facilities such as scum, sediment and heat preservation according to different regional climatic conditions;

c) the effective water depth should be 4.0m ~ 6.0m;

d) The volume of the acidification tank should be calculated by the volumetric load method according to formula (1).

SQV ×

In the formula.

Vs--acidification tank volume, m3;

Q--design flow, m3/d;

Ns--acidification load, kgCODCr/(m3 · d), should take 10kgCODCr/(m3 · d) ~ 20kgCODCr/(m3 · d);

Sa--acidification tank influent organic matter concentration, mgCODCr/L.

6.2.8 The reactor should be insulated to keep the temperature inside the reactor within the proper range. If the temperature requirements are not met, Heating equipment should be provided, the specific requirements are as follows.

a) The heating method can be heated outside the pool and heated in the pool. The heating outside the pool has two ways. heating pool and circulating heating.

The internal heating should adopt the hot water circulation heating method;

b) The heat exchanger selection shall be based on the characteristics of the wastewater, the temperature of the medium and the temperature of the outlet medium of the heat exchanger. Heat exchanger the heat exchange area should be calculated according to the heat balance, and the calculation result should have a margin of 10% to 20%;

c) The heat demand of the heating device is calculated according to formula (2).

Dht QQQ = (2)

In the formula.

Qt--total heat demand, kJ/h;

Qh--heat required to heat the wastewater to the design temperature, kJ/h;

Qd - the amount of heat required to maintain the reactor temperature, kJ/h.

6.3 UASB Reactor

6.3.1 UASB reactor cell body

6.3.1.1 UASB reactor volume should be calculated by volumetric load calculation according to formula (3).

SQV ×

In the formula.

V--reactor effective volume, m3;

Q--UASB reactor design flow, m3/d;

NV--volume load, kgCODCr/(m3·d);

SO--UASB reactor influent organic matter concentration, mgCODCr/L.

6.3.1.2 The volumetric load of the reactor shall be determined by test or by reference to similar projects. Refer to the appendix in the absence of relevant information.

The relevant content of A is determined. Refer to Table 2 for the design load of the UASB reactor for the treatment of medium and high concentration complex wastewater.

Table 2 Volumetric load used in flocculated and granular sludge UASB reactors under different conditions

Wastewater CODcr concentration (mg/L) Load at 35 ° C (kgCODCr/(m3 · d)) Granular sludge floc 2000~6000 4~6 3~5 6000~9000 5~8 4~6 >9000 6~10 5~8 *Note. 1 The reactor load under high temperature anaerobic conditions should be appropriately increased on the basis of this table.

6.3.1.3 UASB reactor process design should be set up in two series, with flexible adjustment of operation mode, and easy to sludge Cultivate and start. The maximum monomer volume of the reactor should be less than 3000 m3.

6.3.1.4 The effective water depth of the UASB reactor should be between 5m and 8m.

6.3.1.5 The rising flow rate of wastewater in the UASB reactor should be less than 0.8m/h.

6.3.1.6 The building materials of the UASB reactor shall meet the following requirements.

a) UASB reactor should be made of reinforced concrete, stainless steel, carbon steel and other materials;

b) The UASB reactor should be treated with anti-corrosion treatment. The concrete structure should be epoxy tree at 1.0m above and below the gas-liquid interface.

Grease anti-corrosion; carbon steel structure should use reliable anti-corrosion materials;

c) Insulation materials for steel UASB reactors are commonly used in polystyrene foam, polyurethane foam, glass wool Cotton, foam concrete, expanded perlite, etc.

6.3.2 UASB reactor composition

UASB reactors mainly include water distribution devices, three-phase separators, water collection devices, sludge removal devices, and heating and insulation.

Device. The structure of the reactor is shown in Figure 3.

Three-phase separator Sludge bed Biogas Draining mud Influent Water

Figure 3 Schematic diagram of UASB reactor structure

6.3.3 Water distribution device

6.3.3.1 The UASB reactor should be equipped with a multi-point water distribution device. Refer to Table 3 for the inlet pipe load.

Table 3 Inlet pipe load

Typical water discharge area (m2) load per water inlet of typical sludge [kgCODCr/(m3·d)] Granular sludge 0.5~2 2-4 >2 >4 Flocculated sludge 1~2 2

6.3.3.2 The water distribution device should adopt a tube of porous water, a tube of water, or a cloth.

6.3.3.3 The inlet point of the water distribution device should be kept at a distance of 150mm to 250mm from the bottom of the reactor.

6.3.3.4 The flow rate of a porous pipe water orifice shall be greater than 2 m/s, and the diameter of the perforated pipe shall be greater than 100 mm.

6.3.3.5 The water outlet hole of the branch water pipe shall be.200mm downward from the bottom of the pool; the outlet pipe diameter shall be between 15mm and 25mm;

The outlet hole should be provided with a 45° oblique downward baffle, and the outlet hole should face the bottom of the pool.

6.3.4 Three-phase separator

6.3.4.1 It is advisable to use a one-piece or combined three-phase separator. The basic structure of the unit three-phase separ...