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    Home > Technical Information

    Summary of common problems in sewage treatment --- other categories

    Source: Author: Time: 2016-07-28 Views: Times

    Question 1: What is the relationship between the sludge load and the removal rate of COD or BOD? Is there a formula for their connection?

    Answer: In principle, the higher the sludge load, the lower the removal rate. Therefore, it is better to run at low load than at high load, otherwise, if the water quality fluctuates, the effluent will easily exceed the standard.

    Question 2: Does the biological selection tank use aeration to inhibit filamentous bacteria or not to aspirate to inhibit filamentous bacteria?

    Answer: No.

    Question 3: How can I check whether the MLSS value is appropriate through the F / M value?

    Answer: This is a bit difficult. The best correction method is naturally whether your effluent is in the best state during operation. This is better than any theoretical calculation. If you need to judge in advance, you should use SV30 to determine whether the MLSS value is reasonable , Such as from color, sedimentation ratio, suspended particulate matter, etc.

    Question 4: The book says that the height of the water distribution area of the inclined tube sedimentation tank should not be less than 1.2 to 1.5m. What is the reason? In my scheme, the design water volume is only 2m3 / h, which limits the volume of the equipment. If the height of the water distribution area is designed to be 0.5m, is there anything wrong? Also, the multi-stage swirling flocculation tank I designed and the inclined tube sedimentation tank are used in combination. According to the formula, the area of the inclined tube sedimentation tank is smaller than that of the flocculation tank. Shouldn't this happen? What about this situation?

    Answer: The height of the water distribution area is too high, there will be a short flow, so there are restrictions; if it is too low, the turbulence will occur if the flow rate is too fast. Inclined tube sedimentation tanks are more efficient, and it is not unusual to be smaller than a flocculation tank after design.

    Question 5: Recently, a large-scale water channel engineering project is under construction, with a daily output of 40,000 tons. I want to add medicine to the pump, but to better mix it. Is there any other better mixing device besides the pipe mixer (can't build larger structures)? Is a pipe mixer sufficient for mixing? What is the installation sequence of dosing points, pipeline pumps, check valves, and mixers?

    Answer: The pipe mixer can be used, and the selection can be negotiated with the manufacturer, including the dosing point. You don't need to worry about it yourself. What others do is not to participate too much by yourself, and it is not professional. There is no need for a check valve in the suction pipe section, and a bottom valve should be used. The outlet pipe should be viewed at the elevation. The outlet pipe is short and the elevation is not needed.

    Question 6: A food processing plant has a COD of about 15,000. The process I designed is grille → oil trap (level 3) → conditioning tank → air flotation → middle tank → IC anaerobic tank → aerobic tank → Sedimentation pond → water outlet, the water intake is relatively concentrated (the water intake is 120 cubic meters for three hours at night), but the volume of the regulating tank is only 50 cubic meters. How do I set the pump parameters and operating mode of the regulating tank?

    Answer: 1. In this case, the adjustment pool is a bit small, if possible, it should be increased appropriately.

    2. During operation, the pump should be pumped as low as possible before the peak.

    3. Considering that the adjustment tank cannot be pumped too low (the concentration of the pumped water after sedimentation is high, which is not good for system shock), the effective volume of the actual adjustment tank is even smaller.

    4. The pump flow rate cannot be lower than the peak flow rate, otherwise there is a risk of overflow.

    5. You don't see the accident pool in your process. Should you consider it?

    Question 7: Our factory uses a secondary immersion pool with a central outlet around the water. When the factory was built, an ultrasonic mud-water interface instrument was purchased. Observed measurements are not very representative. What is the best installation position of the mud level meter of this secondary sink? Is there a simple way to measure the mud level, like the specific steps you mentioned earlier for measuring with a plastic tube?

    Answer: There should be no major problems. Since it is a radial flow type, the installation site is half a meter of weir plate, and there is no major problem. You can also multiply by a correction factor (I don't think it's too big), and multiply by the slope of the pond and then 0.95.

    Question 8: In the urban sewage treatment, what causes the suspended solids to exceed the standard and how to deal with it? Suspended water in the water is about 300-400mg / L, and the concentration of sludge in the oxidation ditch is about 3.8.

    Answer: As far as the suspended solids exceed the standard, your inlet water SS is not too high. I think the reason for exceeding the standard is because the COD of your inlet water is relatively low, resulting in a low micro-feeding ratio, and finally a system where activated sludge is easy to disintegrate. Aging symptoms. Therefore, the activated sludge concentration can be appropriately reduced.

    Question 9: How long does the remaining sludge stay in the concentration tank and what impact will it have on the system? Refers to the supernatant night of the concentration pond.

    Answer: It depends on the process. The main reason is that the phosphorus removal process has a greater impact, the residence time is too long, and the phosphorus release increases. However, after the returning sludge enters the concentration tank, the amount of supernatant that has a long residence time is limited. The impact on the system is also limited.

    Question 10: Chemical wastewater with low B / C ratio is about 20mg / l BOD and about 250mg / l COD. It is non-toxic. It is pre-treated wastewater for upstream enterprises. Will the biochemical system be cultivated by adding a carbon source to make the effluent reach the standard , COD is less than 60.

    Answer: It's difficult to estimate. I don't know the amount of water? If the amount of water is small, increase the adsorption of activated carbon at the back. It is also whether this COD is accompanied by a high SS. If so, removing SS may lead to a decrease in COD, then there is hope.

    Question 11: What is the scope of the cod of the adjustment pool? Oxidation tank should increase bubble.

    Answer: Whether aeration is added or not depends on the demand, usually based on the actual oxidation tank detection value. Generally controlled at 1 ~ 3PPM.

    Question 12: To what extent does the influent flow change, and the treatment effect of the sedimentation system, biochemical system, etc. are not affected?

    Answer: Settling system: about 25% Biochemical system: It depends on the duration, if it does not exceed 12 hours, about 30%.

    Question 13: COD of 20000mg / L, salinity is 4%, COD after air flotation is 8000, can salinity of 4% be biochemical?

    Answer: The salinity of 4% is basically not biochemical, and generally does not exceed 2%. Otherwise, the removal rate is significantly reduced, and the biochemical significance is not significant.

    Question 14: The high alkalinity has little effect on the sludge. It should be an excessive amount of alkali added to the aerobic pond on January 20-21. The effect on the sludge. I looked at the test data 17-18 It's fine.

    Answer: Check whether the pH value is too much. If the pH value rises more than 10 after the dosage, the longer the duration, the greater the impact on the system. Can show an increase in foam, but with a significant decrease in removal rate. In addition, microbiological observations showed that protozoa activity was reduced and the number was reduced.

    Question 15: 1. Can the fine grid remove total nitrogen (not ammonia nitrogen)? 2. In addition to the nitrogen source that can be used by the microorganisms in the UASB (mainly methanogens), can they use any nitrogen source? ? 3. Can sterilization with bleaching powder have a better effect on the removal of phosphorus? Generally, this chemical method is suitable for removing phosphorus when it contains a high concentration of phosphorus. 4. As long as suitable conditions for the life of the nitrifying bacteria are provided, such as sufficient aeration and long enough mud age, can ordinary ammonia aeration be used to remove ammonia nitrogen. For example, if the ammonia nitrogen in the feed water is 400mg / l, can the ammonia nitrogen be removed only by the method of delayed aeration (it is only required to be removed as nitrate nitrogen).

    Answer: 1. The fine grid mainly removes solid suspended particles. If the removed suspended particles contain organic nitrogen, then it has an indirect effect of removing total nitrogen.

    2. Organic nitrogen is decomposed and converted into ammonia nitrogen by microorganisms, and microorganisms can be used as necessary elements for cell synthesis.

    3. Bleaching powder can be used as a chemical method to remove nitrogen. I have not heard of phosphorus removal.

    4. You can understand it this way, but if there is a requirement for total nitrogen emissions, you may still fail to meet the standard.

    Question 16: What is the difference between a V-shaped filter and an aerated biological filter? Is it called a V-shaped filter because it is feeding water from a V-shaped tank, and its effect is much better than the aerated biological filter? ?

    Answer: V-type filter is also used for tap water filtration, and does not have aeration function, so it is usually not used as sewage treatment. Biofilm is attached to the filter material of aerated biological filter, and it is commonly used to treat wastewater.

    Question 17: What kind of structure is the biological tower, and what is the difference from biological contact oxidation pond?

    Answer: The biological tower is the waste water that flows through the packing inside the biological tower from top to bottom, and the organic matter is removed by the microorganisms growing on the biological tower packing. When the operation is stopped, no water remains in the biological tower. In the biological contact oxidation tank, the filler is immersed in the wastewater.

    Question 18: To what extent should some inorganic ions such as sulfate ions and chloride ions be controlled during biochemical treatment?

    A: The specific data is unknown. Due to the domestication of microorganisms, whether the influent concentration of inorganic salt will affect the activated sludge, the degree of domesticated activated sludge, MLSS concentration, and contact time must be considered. It is more feasible to judge the ability of a single system to withstand inorganic salts.

    Question 19: What type of organic wastewater have you been in contact with that has no effect on biochemical methods?

    Answer: 1. Activated sludge has good adsorption performance. Even if the decomposition is slow, the pollutant removal effect caused by the initial adsorption is very good. However, in actual work, the problem of removal efficiency caused by the failure of culturing bacteria is more common. There are cases where such problems occur are difficult-to-degrade wastewater, toxic substance wastewater, and the like.

    2. Difficult because of the environment that inhibits the growth of microorganisms. To deal with such a situation, it is often a process of increasing the physical and chemical removal effect, coupled with anaerobic treatment, and finally adding aerobic treatment. In actual work, the water curtain circulating liquid is applied, and the COD concentration is tens of thousands. Aerobic treatment directly responds to benzene-containing wastewater, and the treatment effect is not very good.

    Question 20: Does the pH value of the dyeing and finishing wastewater be above 11 and adjust the pH with sulfuric acid (not waste sulfuric acid), will it affect the UASB and activated sludge tank?

    Answer: It depends on whether the sulfide and salinity of the adjusted wastewater exceed the normal adaptive concentration of microorganisms.

    Question 21: One of the mixers in the anoxic tank is broken. I don't know if it affects the aerobic tank. The effluent COD is relatively high, which is not up to standard. Microscopic examination can also see some rotifers, but the number is very small.

    Answer: If the mixer in the hypoxic tank is broken, the treatment efficiency will be reduced, the concentration of the effluent substrate will increase, and the concentration of the aerobic tank that naturally enters the rear section will also increase. When the microorganisms in the aerobic tank have not been adjusted to the corresponding concentration, the effluent COD Raising is possible. Therefore, confirm whether the concentration of the substrate entering the oxygen consumption tank has increased. If it has increased, the concentration of activated sludge in the oxygen consumption tank should also be appropriately increased.

    Question 22: The scum being eliminated will reduce SV30. Now SV30 is a little more than 10%. I want to increase SV30, that is, increase the amount of activated sludge. What method should be taken? 2. For the determination of dissolved oxygen, is the electrode rapid tester I used, the probe is directly placed in the biochemical pool, or a little biochemical pool water is taken to measure its supernatant? Which method is more accurate?

    Answer: Increase the concentration of activated sludge: 1. Increase the concentration of organic matter in the feed water 2. Reduce the sludge volume 3. Reduce the warranty period 4. Increase the DO measurement of the return flow to be measured in the biochemical tank.

    Question 23: Our pharmaceutical high-concentration wastewater pretreatment uses chlorine dioxide to catalyze oxidation. I am worried that chlorine dioxide will be converted into chloride ions to affect low-concentration microorganisms? In addition, chlorine dioxide itself has a bactericidal effect. Will it affect the water body when it enters a low concentration? Is it reasonable to use chlorine dioxide to oxidize high concentrations and mix them with low concentrations?

    Answer: Microorganisms have a limit on chloride ion concentration. If it is not exceeded, the problem is not serious. Mixing with high concentration using chlorine dioxide for catalytic oxidation and mixing with low concentration wastewater is the correct method, which is beneficial to the stability of the load of the rear system. Generally, high- and low-concentration wastewater is treated separately and then concentrated. This is more reasonable in terms of cost and treatment efficiency.

    Question 24: What methods can be used to remove the dyes with fluorescent effect? Another problem is that the coagulation and sedimentation water is clear, and the water from the anaerobic tank is also clear, but what is the reason for the turbidity of the water from the aerobic tank (like rice water)?

    Answer: Your aerobic effluent should not be like this before. After the Chinese New Year, the water quality and quantity will be restored. The system is subject to a certain impact, such as sudden increase in load (please calculate and confirm), or sludge aging, excessive aeration, etc. Please analyze the control indicators before and after aerobic before adjusting. For example, when the load is high, the backflow is reduced, the aeration is appropriately increased, the load is low, the mud is discharged more, and the return flow is appropriately increased.

    Question 25: I am designing a sugar plant wastewater sbr process design with 2,000 COD per day and treating 2,000 tons of two ponds; but the operating wastewater cod has been around 3500; the wastewater cod40 a few days before the wastewater cod exceeded 4500 and the effluent was turbid in these days cod1200 Left and right sv30 0. 29 activity is very poor explosive gas 5 hours suspended solids a lot of water cod130 so flat, 789 three months off production there will be filamentous fungus, how about a blower for 46min.

    Answer: The problem of the system is still the fluctuation of activated sludge properties caused by load changes. According to the operating requirements, when the influent concentration is increased, more aeration and less sludge are required. When the influent load suddenly decreases, less aeration is required. Mud; I wonder if you did it. If the production is suspended in 789, the sludge cannot be maintained, so re-inoculate it.

    Question 26: What is the consequence of the aerobic tank due to low inlet water concentration, large aeration and uneven aeration? My process is 4 anaerobic plus 4 aerobic pools. Now my first pool is more effective in removing membranes and the latter three pools are muddy. What is the problem?

    Answer: The inlet water concentration is low, the aeration is large, the aeration is uneven, the aerobic tank will turbid water, and the sludge floc is small. However, your water intake is low, so it may not exceed the standard, but it wastes electricity.

    Question 27: (1) The sludge in the aeration tank of the sewage station feels poor sedimentation performance. I wonder what happened? SV30 = 80%, MLSS = 2.1g / L, influent COD = 30000mg / L, water volume 1t / h, tank volume 280t, microscopic examination showed no obvious filamentous fungus swelling phenomenon, there were more stubborn worms, and fewer other worms . Somehow? (2) In addition, the previously designed sludge drainage system used the second settling tank for sludge drainage. Now I find that there is no time for drainage. (3) If the quality of the effluent is not taken into consideration, what is the maximum amount of water that the 280t tank can handle with a COD of 30,000mg / L?

    Answer: Theoretically, it can process 60-80 tons of water per day. The problem is that the concentration of your incoming water is too high, which is also a test for the efficiency of microbial treatment. If possible, you can return the effluent to the first stage to reduce the concentration impact. It is also necessary to ensure the drainage of mud, otherwise, the oxygen supply is not easy to keep up.

    Question 28: Does the high salinity affect the growth of nitrifying bacteria? 2. Is it useful to supplement the sludge containing nitrifying bacteria? 3. Can't COD be reduced?

    Answer: 1. As a microorganism, high salinity is not conducive to the growth of microorganisms. So there will be a maximum allowable concentration.

    2. It doesn't make much sense to do this. Find out why the training is difficult. Otherwise, you will not see good results after vaccination.

    3, this has little to do with COD. If the concentration of organic matter is too high, it is not easy for the nitrifying bacteria to multiply in large numbers, which will affect the nitrification effect.

    Question 29: I read a lot of information that powdered activated carbon is used for wastewater treatment. I have a question to ask. 1. The dosage of powdered activated carbon is generally between 20-220mg / l, which corresponds to the amount of water. Do you need to add so much water every day? If it is, the running cost will increase by a few cents / ton, but I see some data that the running cost does not increase much, please help me analyze my understanding, right? 2. If it is added once in response to the amount of water inflow, how often is it added, considering the age of the sludge? ?

    Answer: 1. If you only use activated carbon to treat wastewater, the treatment efficiency, that is, whether the effluent meets the standard, is the basis for your dosing. According to the quantitative dosing, it is only applicable when the inlet water load is stable, that is to say The amount of water organic matter or adsorbed matter determines the amount and interval of supplementary activated carbon powder.

    2. If the activated carbon powder is used as a carrier to allow microorganisms to multiply on the activated carbon to remove organic matter, I would like to decide whether supplementary dosing should be done with the amount of loss and the processing efficiency.

    Question 30: The water temperature is about 12 degrees. The mud on our sludge tank is frozen, but the following is not. The sludge dewatering effect is only related to flocculation and agitation. Is it related to temperature?

    Answer: The dehydration effect is related to temperature, so some dehydration will heat the sludge in order to increase the dehydration rate, so that the moisture content of the mud cake reaches 50%. Your problem The sludge flocculation is not good after the drug is injected. This has little to do with temperature. It is mainly the degree of mixing of the chemical and sludge. You can do experiments to see.

    Question 31: How to treat lignin in pulping wastewater, the pH of the effluent after treatment with FENTON is below 3.5, and the pH is increased to about 5 during coagulation, and the COD will increase. What is going on?

    Answer: It depends on the content of lignin. If it is not too high, it can still be processed by aerobic section after hydrolysis and acidification. After using FENTON treatment, the pH of the effluent is below 3.5. When the pH is adjusted to about 5 during coagulation, the COD will increase. I don't know how much.

    Question 32: If biochemical treatment is used to degrade medicinal wastewater containing toluene, does it have a significant impact on the growth of bacteria in sludge? Will it reduce its activity? After biochemical treatment, adding a sand filter and ultrafiltration should reduce the content, right?

    Answer: It definitely has an effect on the activity of the microorganisms, and even if the microorganisms are domesticated, the removal rate is not high. Sand filtration only removes suspended solids and is not effective for dissolved organic matter. Even ultrafiltration has no special effect.

    Question 33: The medical wastewater has a yellow color, and the wastewater contains benzene, sodium chloride, and ethanol. How can I remove the color? Try adding sodium hypochlorite, the result is darker, and the effect of decoloring with activated carbon is not very good.

    Answer: 1. Confirm whether the color is from the dissolved or insoluble state (filter to determine if the color is reduced after coagulation)

    2. If it has non-dissolved components, it can be controlled by strengthening the physical and chemical treatment of the incoming water (that is, removed by coagulation sedimentation).

    3. If the color is in a dissolved state, which cannot be solved by oxidation (adding various oxidants, such as sodium hypochlorite, etc.), it needs to be adsorbed or filtered at the subsequent stage. (Through enhanced activated carbon adsorption or membrane filtration).

    Question 34: 1. How much dry sludge can be reduced for each kg of COD removed in aerobic wastewater treatment process? 2. How many cubic meters of methane gas can be generated for each kg of COD removed in anaerobic treatment?

    Answer: 1. This question seems to be a little problem. If the COD in the wastewater is dissolved, there is no problem of removing the absolute dry sludge. Instead, microorganisms proliferate after decomposing organic matter. This leads to increased sludge volume after dehydration. 2. About 0.27m3, specifically related to water quality and residence time.

    Question 35: Is there a good way to treat formaldehyde wastewater, the highest formaldehyde content is 2%.

    Answer: It is mainly processed by physical and chemical methods, and biochemical methods are generally not used. The physicochemical process mainly involves oxidation reactions, such as hydrogen peroxide and ozone.

    Question 36: With the increase of water intake, the dissolved oxygen in the biochemical tank cannot be reduced immediately. It takes 5 to 6 hours to reach the minimum value. Right for a push flow aeration tank?

    Answer: Different situations are different, you need to consider whether it is over-aeration state. If it is, then the increase of water inlet can not effectively offset the over-aeration, then the reduction of DO is not obvious. In addition, the test point should also be considered. If the test point is at the exit, it needs to increase the dissolved oxygen to reduce the start time.

    Question 37: I am in the early stage of heating these days. The water collection scope of my plant covers more than 30 boiler houses of heating companies. All of them use water dust collectors, and the water slag of their dust collectors is pumped to the sewer to enter the water. Sewage plants, recently, a stream of boiler room dust collector wastewater often enters. How does this part of water affect the CASS process? Is there a good solution?

    Answer: Can you see what happened in previous years? In addition, water quality fluctuations can be monitored, such as pH changes, etc. The time of the CASS process needs to be adjusted to the extent possible.

    Question 38: If the workshop is down for 2 months, how can the water treatment run quickly resume before the workshop is turned on?

    Answer: 1. Maintain the minimum aeration

    2.Maintain minimum sludge concentration

    3. Make full use of reflux. Of course, being able to get some water during the period, even if it is very low-concentration water, is also the key to maintenance, but if you are 2 months, it is basically difficult. If it must be maintained, it can be maintained by carbon source and tap water.

    Question 39: Is it possible to add a carbon source that is easily used by microorganisms, and use microbial assimilation to convert ammonia nitrogen into microbial cell material? Put ammonia nitrogen from 30 --- 15 or less

    Answer: 1. I think if your feed water does not inhibit the nitrifying bacteria, it is easy to reduce 30 to 15. Therefore, the inhibitory substance is not clearly identified and well controlled. I'm afraid it's not enough to increase the substrate concentration (your substrate concentration is not short).

    2. In addition, by reducing the concentration of water-inhibiting substances (such as dilution, coagulation sedimentation, etc.) and carrying out appropriate microbial domestication, I think that it can still achieve a 50% ammonia nitrogen removal rate.

    Question 40: 1. Under what circumstances will the biofilm on the wall of the pool fall off? 2. We use an improved A / O process because the amount of sludge is small and the sludge stays for a long time. Will it appear? 3. There is also a case where we can now see this red worm in the biochemical pond, but those red worms are smaller and the color is not so dark. Is it that these worms have a good one in the secondary sink? Living environment, so grow into a larger individual, the color has also deepened? 4. And the floating mud collected in the second sink pond looks a bit like green algae, not like dead mud.

    Answer: 1. Generally, the water quality is excellent. When nitrogen and phosphorus are sufficient, it is easy to attach and grow biofilms on solid objects. Especially in aeration tank and secondary sink.

    2. It doesn't matter much to you. Mainly, the water quality has a great impact.

    3. It should be different.

    4. Therefore, it is a biofilm. Generally, the biofilm is mixed with algae in the place where there is sunlight.

    Question 41: PH: The incoming and outgoing water is around 7.4, and the water temperature is 14.5 degrees. Does this condition inhibit the nitrification reaction?

    Answer: These indicators do not seem to be a problem, then it is necessary to see if there is any problem with the influent (especially whether the industrial wastewater has excessive components that inhibit nitrification).

    Question 42: How should the sewage treatment plant cope with the sudden increase of water intake indicators, such as ammonia nitrogen and total phosphorus, and some companies' stealing emissions are more secretive and cannot be stopped. A2 / O process is used.

    Answer: These are two aspects. First of all, we must consider the establishment of indicators for accepting sewage, and then establish a monitoring system to control the accepted sewage. This is the practice of integrated sewage plants in general industrial areas. The second is to improve the impact resistance of its own system. In addition to increasing facilities, it is a relatively common method to appropriately increase the concentration of activated sludge.

    Question 43: Party A of the sewage station I am responsible for commissioning is reluctant to buy bacteria, and there is no sewage station with similar technology nearby, so I want to start it aseptically. How long does it take? Sewage station is small, 400 square meters, contact oxidation method, seafood processing, the process is very simple, primary sedimentation tank, conditioning tank, contact oxidation tank, coagulation sedimentation tank, sludge drying bed. I also want to ask if you don't know the dry sludge of urban sewage plants?

    Answer: Some are better than none, which can save at least 40% of your cultivation time. However, the salinity of seafood wastewater should be checked. If it is too high, it may be difficult to start. In addition, the temperature is high now, so it is fast.

    Question 44: The biological process of my bio-pharmaceutical wastewater is UASB + SBR. The system collapsed some time ago. After adding anaerobic sludge, the UASB effluent reached 1100 mg / L (intake water 12000 mg / L). The effluent B / C is only 0.1, and the SBR has basically no removal rate. How to solve this problem? In addition, due to the high content of hydrogen sulfide in the anaerobic effluent, the day before the aeration tank due to the failure of the fan, the lack of air volume caused a layer of elemental sulfur on the surface of the aeration tank. Ask the control of the conversion of hydrogen sulfide to elemental sulfur and sulfate in the aerobic tank. What is the difference between mechanism and mechanism?

    Answer: The B / C ratio is as low as 0.1, so the SBR processing effect is poor. This is also normal. See if extending the processing time can improve the point processing effect. If not, consider the equipment.

    Question 45: A solar wafer slicing wastewater is being debugged. The main component is diethylene glycol. After coagulation and precipitation, the COD is about 1500 mg / L. The designed water volume is 1000 CMD. The process is hydrolytic acidification + contact oxidation (combined packing). The culture was carried out by increasing the dung water, and the water intake was 50 square meters, and then at about 200 square meters, various microorganisms were active during the biological microscopy, and the effluent COD was about 100 mg / L. About two days after the water intake reached 400 square meters, it was found that the effluent of the hydrolytic acidification tank had a pH of about 5.5, COD110mg / L0, and the aerobic pond turned white, and the weed worm and bell worm were gone. The temperature is high), the precipitation effect of aerobic pond water is poor, and the COD rises to five or six hundred. Raw water is tap water, which has a low nitrogen content. About 70g of urea and diammonium phosphate are added to each side of the water. I don't know what the narrative is, what causes the current situation, and what measures should be taken?

    Answer: It should be that the load is suddenly increased too much.

    Question 46: What are the common adverse phenomena that are caused by low COD and high ammonia nitrogen? Low cod, low load, high ammonia nitrogen inhibits nitrifying bacteria, both exist at the same time, is it aerated or not?

    Answer: Low organic matter and high ammonia nitrogen mainly cause incomplete denitrification and high total nitrogen in the effluent. Aeration is still required, but it is not particularly large, and it is sufficient to meet 3.0.

    Question 47: It has been raining for nearly half a month, the water load is low, the amount of water is large, and the COD is less than 100. What should I do at this time?

    Answer: The main reason is to avoid a large amount of inorganic flow into the biochemical system, which will lead to the deterioration of the effluent in the later stage (the effective components become lower, the sedimentation is faster, but there are more suspended solids). If a large amount of inorganic material flows in, it is necessary to appropriately increase sludge discharge. In addition, the reflux ratio can be reduced.

    Question 48: We made a pig wastewater and sludge treatment. At the beginning, it was OK to filter the primary sedimentation sludge and biochemical sludge by plate and frame (the owner did not add medicine to save money). No, the biochemical sludge has been stored in the sludge pond and has not been treated. It took a while for the owner to start processing the sludge. However, the sludge that came out after one day of pressing was still very thin, and it was sprayed everywhere during the discharge. Question: The biochemical sludge has been stored in the sludge pond for so long. The digestion degree is better than that just discharged. Isn't it easier to handle? Why is it more difficult to handle than before? What is the problem?

    Answer: The main problem is that the particle size of these sludges can just block the filter cloth and cause low filtration efficiency. So you can adjust it on the mixing ratio and filter cloth model.

    Question 49: I would like to ask how to calculate the amount of nutrition in the biochemical tank without knowing the BOD?

    Answer: 1. It can be converted into BOD according to a certain proportion according to COD.

    2. It is also possible to tentatively determine a dosage, whether it is more or less can be judged by the nitrogen and phosphorus indicators of the effluent.

    Question 50: In the printing and dyeing wastewater, since the dye auxiliary contains a large number of benzene rings, such as disperse dyes, how does the aniline in the effluent of the printing and dyeing wastewater affect the aerobic pond? What concentration of aniline has a significant effect on the aerobic pool?

    Answer: If your system is running stably, if the aniline concentration in the feedwater is increased, it will not be a problem if it does not exceed 1000ppm, otherwise the removal rate will drop significantly.

    Question 51: The pH water inlet is generally around 7-7.3, and the effluent is in the 6.5-6.8 process: the water inlet is aerated and refluxed for 1 hour, the precipitation is 2 hours, and the water is decanted for 1 hour. Among them, the water starts to reflux when the water reaches 4.5m. That is, the reflow time is about 1.5h. How should we treat the question of whether a carbon source should be added? Or what data should be counted to see if a carbon source should be added?

    Answer: Adding a carbon source is not easy and does not help much in the removal of ammonia nitrogen, so it is of little significance. If there is a requirement for total nitrogen removal, a carbon source needs to be added, and instead of adding a carbon source, the pH value is increased.

    Question 52: Our company is a viscose wastewater treatment plant. The relevant data of the aerobic aeration tank (capacity is 12,000 cubic meters) for the last 10 days is as follows: inlet water cod600-900mg / L outlet water COD 300-400mg / L mlss1500-2000 mlvss 800 -1000 DO 2 SV30 5-9 There are many creatures in the water volume of about 6000-7000 per day. Ask as follows: 1. Why is the settlement ratio not up? Generally 40-70; 2. Why can COD be removed without sludge?

    Answer: 1. The normal value is 15-30%

    2. You have a lot of sludge. MLSS1500-2000 (Refer to the influent COD, MLSS is not low.

    Question 53: Recently, an SBR system is being cultivated, but the cultivation time has been nearly one month. Nitrification is still relatively weak and has not been able to become stronger. Please give a brief guide to the attention issues and main parameter control of SBR in the cultivation of nitrifying bacteria.

    Answer: The main control parameters are load (low load), dissolved oxygen (not less than 2), and ph value (not less than 7). If the culture is still not good under such parameters, it is necessary to consider whether the characteristics of the industrial wastewater may inhibit nitrifying bacteria.

    Question 54: In the existing A2O process, can I add some hanging film filler in the 0 cell? Can this strengthen the impact resistance? Bacteria are not easy to lose? Little effect, is it feasible?

    Answer: If your O pool load is relatively high, you can do so. It is beneficial to counteract load shocks and improve efficiency.

    Question 55: When the aeration is turned off, should those agitators, thrusters, and return pumps be turned off? Also, we will add glucose, nutrition is no problem, 3 shifts, we plan to aerate water for 1h, then aerate for 1h, then stop aeration for 2h, 4 cycles of chromium hours, is this feasible? I also want to ask the teacher, at that time, we will add nutrition based on the sludge load of the aerobic pond, right? During the operation, the return pump can be directly adjusted to a smaller size.

    Answer: 1. You can do it according to your method, but don't do it in a sufficient amount, just press 1/3. In addition, if you add a pack of glucose, do not aerate the water, and the thruster mixer is turned on. At the stage when the aeration is stopped, the thruster can be closed.

    2. The core point is that after the water load is reduced, the aeration should be reduced and the sludge concentration should also be reduced. Increase the amount of glucose (two packs, three packs) three to four days before returning to normal water intake, and reduce or close the sludge to meet the load recovery when production resumes.

    Question 56: I have a tetrabromobisphenol a wastewater, which mainly contains tetrabromobisphenol a and octabromoether. The cod is around 6000. The degradation is not very good with Fenton. Can COD be degraded?

    Answer: The Fenton effect should be okay. Adjust the ratio of the medicine to try the effect.

    Question 57: I would like to ask what is the limit of salinity of biological treatment? Is there a high salt tolerance strain?

    Answer: Different types of salinity in the mineralization degree have different tolerance limits. It is indeed a high salt-tolerant strain, but it also depends on your raw water concentration and effluent requirements. Due to the limited removal rate, it may be difficult to meet the standard discharge.

    Question 58: The alkalinity of the water intake has been around 500, but it has recently increased to 1500, and Ph is normal. I would like to ask, does the high alkalinity water intake affect the biochemical pond, or does it affect the effluent?

    Answer: 1. The problem is not big. When the ph value does not fluctuate upward, it usually does not cause abnormal water discharge.

    2. You can also take this opportunity to observe whether the cause of this increase in alkalinity is caused by water ingress or denitrification. And to observe whether there will be significant fluctuations in the fluctuations of the incoming and outgoing water.

    Question 59: The amount of water is only 55% of the design load. A rectangular secondary sink with advection chain type is used. It is estimated that the underwater depth of the baffle skirt is not enough. I do n’t know if it is the effect of this. I checked the drawings and did not have specific dimensions. It is estimated to have a depth of only 50cm. A large amount of chemically added sludge was discharged into the biochemical tank, and how much impact it has on the activated sludge. If the normal operation of the dehydrator can be guaranteed, the physical and chemical sludge will no longer be allowed to enter the biochemical tank. How should the process control be controlled in the future? it is good?

    Answer: 1. It shows that there is not much relationship between drifting mud and load.

    2. This doesn't matter

    3. A large amount of investment is definitely not acceptable. If the sludge is not discharged in time, it will accumulate, and the long-term sedimentation will deteriorate.

    4. The accumulated physical and chemical sludge is discharged from the biochemical system to the maximum and replaced.

    Question 60: Our urban sewage treatment plant is a Baroque process. The government wants the permeate of the landfill plant to pull down our plant for treatment. What is the impact on our water plant and what indicators are tested?

    Answer: 1. With the system unchanged, the remaining capacity of the system is the highest priority. If the remaining capacity is not enough to handle these landfill leachate, the system must adjust or increase the processing capacity. The balance mainly confirms the amount of water and the design removal rate of pollutants at the time of design.

    2. In addition, landfill leachate is difficult to treat waste liquid. Some indicators are high and need to be obtained beforehand for analysis. Total nitrogen and ammonia nitrogen should be tested under focus. Calculate the actual concentration into the system based on the amount of water. This determines the degree of influence on the system.

    Question 57: A very strange thing happened in the operating system. When the main water Cl- rose to above 1500ppm, the COD was measured to be over 300ppm (Lianhua COD speed tester), and the national standard method COD was only below 100ppm. -Below 1000ppm, the COD of the effluent is only 50 ~ 60ppm. What is the reason?

    Answer: Chloride can interfere with the detection. The national standard law shall prevail. Whether the nationally impervious national standard method is correct is compared with the water sample entrusted to an external professional organization for testing.

    Question 58: I will commission a dehydration room project in June. 30-60m3 / h, moisture content 99.2%, I don't know how to choose the metering pump flow and pressure. Can you ask me this way?我的计算: (1) 按8kg/T-DS ,1500的脱水机处理量最大按40m3/h , 则投加药2.56kg/h, 投加母液浓度0.5%,则为512L/H , 每台计量泵选大于512L/H的,是这样吗? (2)两个泵都要投加2.56kg/h ,则制备系统配制能力至少为512+512=1024,我们用配制能力2000L/H的,体积4立方,熟化时间约2小时,够用了吗?

    回答:母液0.5%好像高了,如此浓度投药后不易与污泥混合,效价较差,建议 0.1% 左右,如此需要储存体积较大,为应对,也可在投药管上增加稀释水管,适当混合后也可,如此,调节比较灵活。 泡药周期不见得2小时就够了,还请向设备厂家确认为好。

    问题59:我们的进水是城市生活废水,不过在管网上游有几个小型的家禽屠宰场,一到过年过节的时候,池子里鸡毛鸭毛的多的很,还有就是每天下午16:00至次日凌晨4:00左右,这段时间DO基本上起不来,都在1mg/l以下,进水水质都较大的超过了设计标准,进水比较浑浊有一定的臭味,有时候SS超标一倍。DO起不来是不是污泥负荷过高所致呢?除4#池SV偏高外,其余池子SV正常。池子里泡子散后,水面上就浮起一层薄薄的油濛状物质,就像炒菜放油放多了第二天冷却后的油脂一样,黄黄的。

    回答:1、曝气后溶解氧不能上升的话,应该和进水负荷升高相对应的

    2、进水有屠宰废水的话,也就是会混入动物性油类,在你的池面浮起也是正常的。 注意控制负荷波动看看。

    问题60:最近我们有一个苎麻脱胶废水改造工程,因为以前采用生化处理,效果很差,原因是苎麻脱胶废水的生化能力很差劲,所以我想增加一道物化工艺,如果采用fenton试剂的话,从我查找的大量资料来看,都是在PH值为3左右的废水中投加,此时的效果最好,但是苎麻脱胶废水PH值很高,达到12 以上,如果要把PH值调到3的话,成本是很高的,这显然不可取,如果我把PH值调到7~8左右,再投加fenton试剂,是不是也有效果? 原水参数:PH:12以上;COD:6000~8000mg/L。

    回答:PH7的话几乎没有效果的。且投加成本不小。

    问题61:请问其它废水里边的氨氮和尿素转化为的氨氮是一样的吗?前期养菌C源用的葡萄糖,N源加的尿素,培养期间尿素氨氮降解速率经常会大于刚进原水后氨氮的降解速率,而且有的时候会大不少哦。但我觉得无论是什么水里边存在的氨氮或别的有机氮转化为氨氮之后都应该是一样的啊,都是以铵盐或游离氨的形式存在的,难道不是这样的吗?我猜想换进原水之后,C源变了,降解速率变慢,导致氨氮降解变慢,这分析有道理吗?还有其他原因吗?

    回答:要判断一个指标,干扰因素很多的,就如同你说的,碳源变化了,降解时间不同了也会影响氨氮的去除。另外,作为降解氨氮的微生物等也会受到进水、气温、负荷等的影响。

    问题62:目前处理的是含有季铵盐的工业废水,日产废水60吨,COD16000mg/L,BOD6500mg/L,PH为7.5,废水含季铵盐8000mg/L,采用的是A2O工艺,但厌氧阶段怎么调也不行,新接种的污泥还有效果,但随着厂区工业水的进入效果就下来了,水极容易变酸,目前看跟季铵盐浓度高有关系。一是不知道这季铵盐浓度在什么范围可以进行生化法;二是如此高的季铵盐有什么好的办法能进行前期处理掉。

    回答:电渗析和膜法等物理处理可以,但投资大,目前处理浓度可以看看特殊菌种的处理效果,可能投资也不。

    问题63:目前我正调试一套乳化油切削液处理工艺,流程如下:酸化破乳——三级隔油——调节PH6至8——PAC破乳——气浮除油,该公司生产产品为镁铝合金制品,但是现在破乳总是存在问题,导致油不能出去,气浮出水呈牛奶色。而且气浮出水再加PAC、PAM不会有矾花出现,用漂水氧化也没什么效果,怎么能把这个水做清啊?

    回答:由于问题主要在破乳上,所以可以通过小试,看看用氯化钙来破乳是否有效。

    问题64:我们是制药废水,污水处理方式:高浓度采用铁碳微电解+双氧水芬顿预处理后进入低浓度,低浓度采用生化处理。调试有一年多了,高浓度铁盐或多或少进入低浓度,导致低浓度出水颜色带红或黄色,很难看。我们高浓度运行控制的已经比较好了,请问老师:1、有什么物质替代铁碳,特别是铁离子,且现有设施池子不变?2、如果铁碳不变,什么方法能过滤色度?

    回答:生化处理前段是否还有混凝沉淀处理呢?如果有的话,应该可以去除一部分的,您可以通过小试来看看效果,另外,废水脱色剂应该也是市场上有的,你可以百度搜索下,由药剂厂家来判断选型看看。

    问题65:细小鸭绒怎么解决,现在发现厌氧,缺氧池浮泥晒干后,用手揉后是细小的鸭绒。是否用气浮才能解决。还有其他方法?

    回答:如果非常细小无法通过细格栅去除的话,气浮是可以的,但是水量大的话可能不经济,此时可以考虑单独使用物化絮凝沉淀处理。

    问题66:我们现在中试废水偏碱,工艺中有生化处理需要调低Ph,但是涉及到现场安全盐酸和硫酸都不能使用,请问还有没有其他酸适合调低废水的PH?

    回答:1、不用这2种酸调整的话,其他酸效果和安全更难保证。如果你可以有其他水中和的话最好,但是,你是在试验,所以合并其他废水的话会影响试验效果吧。

    2、建议还是用盐酸,浓度控制在10%左右的话,即使接触到人,基本上快速清洗的话没有什么安全上问题的。

    问题67:垃圾剩滤液,现在进水COD390mg/L左右,之前培养到2.4g左右的泥,又是操作人员一个疏忽,把生化池水加满了,流走了很多泥,只剩下1.5g左右的泥。我们现在采用间歇式进水曝气,就是 进水三个小时左右,然后曝气三个小时,然后静止,继续进水几个小时,晚上就直接不进水,把二沉池的水抽回生化池 闷曝,一天进水差不多40吨左右。这样操作泥不升也不降,出水COD在200mg/L左右,经过混凝沉淀在130mg/L左右。我们要求出水100mg/L以内,接下去该怎么操作比较好?需要再投加面粉么?要加的话一次性投加多少量比较合适?

    回答:垃圾渗虑液是比较难处理的.去除率要求75%应该还是可以达到的. 基本操作思维是提交生化反应时间,所以,你可以降低曝气量,提高曝气反应的时间,这样可以进一步提高去除率. 投加面粉的话,毕竟每天有费用产生,不太建议,请先根据上面的方法看看处理效果.

    问题68:电镀废水和垃圾渗滤液里最顽固的COD多是由哪一些物质贡献的? 像电镀废水投药沉淀生物单元后依然难以稳定去除的那小部分COD。

    回答:具体什么成分没有研究过,不过电镀前的物件需要清洗表面脏污,清洗剂往往会带下来油污和乳化液,这部分的话大家知道,石油类的东西微生物降解很慢的。至于垃圾渗滤液的话,主要成分复杂,浓度高,所以对于微生物来讲难以照顾全面,也就是说有的菌擅长这个污染物,但对有的污染物擅长,如此,总有一些无法彻底降解。并且降解时间较长。

    问题69:废水池约中有废水150吨,COD约500mg/l,加入磷酸二氢钾2公斤后,计算量为3.8mg/l,而实际测出P为0.43mg/l,是什么原因?计算是否正确?

    答:偏差可能原因:

    1、磷酸二氢钾是否100%纯度的。

    2、是否有和废水混合后发生沉淀,导致你取的上清液浓度偏低。

    3、检测方法是否有问题,标准也是否出现偏差等。

    问题70:我们说的缺氧池是不是也能称作水解池,这个水解池是不是水解酸化池呢? 如果说是水解酸化,为什么是放在厌氧后端?

    答:根据功能。按A20工艺来说,厌氧段为了除磷,缺氧段是为了脱氮。 而水解酸化池主要是为了提升后段生化系统的可生化性。

    问题71:我刚有个小工程要设计,请问这样的工艺行不: 线路板废水:磨板废水、酸性蚀刻、强氧化废水、显影废水和无铅喷漆前处理废水水量总共:200m3/d 工艺:1、磨板废水和酸性蚀刻清洗水进行物化处理去除重金属(150m3/d) 2、显影废液先进行酸析,酸析后与强氧化废水以及无铅喷漆前处理废水进入芬顿工艺(50m3/d) 这个工艺可以达到表二标准吗?

    答:要看污染物浓度了。另外,芬顿后的废水不进行进一步处理的话,恐怕达标有点困难,一般芬顿处理,如果原液浓度高的话也不容易降低到直接达标的。

    问题72:我现在参与调试一个皮毛染色废水处理工程,设计处理规模为500t/d,执行标准为一级A,工艺为气浮+水解酸化+生物接触氧化+石英砂过滤+活性炭吸附+二氧化氯,实际每天进水在250t/d,其中细皮染色废水约150m3/d,另有约100m3/d的洗羊皮废水,进水流量控制在16t/h,鼓风机风量为4.8m3/min,水解酸化池容积约250m3,生物接触氧化分为2格,每格容积为250m3,COD:原水1500-2000mg/l;水解后1000-1400mg/l;一段曝气后250-300mg/l;二沉出水200mg/l左右,最后总出水在150mg/l左右。从10月初开始接种市政污水处理场污泥进行调试,目前生物接触氧化池填料挂膜不佳,按活性污泥法运行,SV30为10%,MLSS3700mg/l,水温约20℃,溶解氧目前采用间歇曝气,一段保持3mg/l,二段基本在7mg/l,污泥回流分至曝气池首端和水解池首端,曝气池表面大量蓝绿色浮渣,与气浮浮渣类似,出水为紫红色,经查阅部分资料怀疑与三价铬离子有关,想请教1:该工艺是否可行,2:目前该如何调整。

    答:工艺应该没有问题,最高去除率也有90%以上了。重点还是在气浮工艺的效果,如果OK的话,后段压力就会降低。

    问题73:气浮停后 PAC不停加(还是按原来的用量6吨/天) TSS以及废水中的胶体物质也可以在一沉池(直径46米)去除一部分吧?如果只是依靠自然沉降好还是加药好? 之前短时间的实验停气浮停后一沉池出水COD没有明显的变化TSS停前100左右停后120左右稍有上升(约20mg/l),这样TSS会对好氧有多大的影响?

    答:根据你的实验数据看,停气浮是没有问题的。不投加PAC的话,也要实验后看数据,再根据运行初期看系统有无异常问题。

    问题74:芬顿反应后,加碱为氢氧化钠时废水颜色加深,而用石灰调碱脱色效果却很好,这是为什么?

    答:石灰的沉淀效果优于氢氧化钠,因为沉淀效果好,所以,脱色也效果好。

    问题75:酸化油的废水里含大量的硫酸盐,主要是硫酸钠,是否会对COD有影响?对生化段会不会有抑制?这种情况下 调PH选择氢氧化钙还是氢氧化钠更适合呢?

    回答:你所担心的应该在物化混凝沉淀阶段得到较好的去除,由于含有酸化油,建议使用氢氧化钙作为混凝沉淀时的PH调节。 后续根据处理效果,为了消减污泥产量,可以再考虑使用氢氧化钠。

    问题76:加氯间的压力水压力太大(有台压力泵),有没有好的办法降低压力?

    回答:如果让水流进行一部分循环的话,可以消减掉一部分压力的,所以你可以配管试试看的。还可以在这个循环管道上加球阀,通过阀门来灵活控制。当然缺点是浪费电。

    问题77:前段时间参观了一个给水厂,发现厂子里的加氯点有三个,前端进水加氯,中部处理构筑物中加氯,出水加氯,请问这三中情况下加氯各有什么作用?

    回答:前段是为了氧化进水中的有机物,中段是为了抑制生物膜或藻类繁殖。后面就是杀菌了。

    问题78:本人现在正在做二氧化氯消毒自来水工程,水射器工作状态不好,动力水压力0.33MPa,反应釜中液体抽不上来。 二氧化氯发生器出厂要求动力水管线压力达到0.3MPa的压力就可以使水射器工作良好,抽吸反应液. 本人认为为了使水射器达到良好的工作状态,除了满足压力要求外,是不是动力水的流量也有一定要求。动力水管线拐弯是不是也对水射器的工作状态有影响?

    回答:拐弯管路容易导致水流紊动,会有影响,但也要看距离吸入口的位置了

    问题79:水中突然进了一部分含油的废水,之前没有考虑过这一情况,没有设置相关的除油措施,不知道有什么办法?

    回答:要看流入油的数量了,不多的话,对出水没什么影响的,对活性污泥短期基本无影响的。长期的话影响充氧照顾。

    问题80:我们厂的油水分离装置分不出油出来,通常是因为什么原因?

    回答:1、设计不合理,稳流不到位 2、进流水水流过大,冲击明显3、油类乳化4、撇油不及时。

    问题81:我现在遇到一个项目,机械加工的乳化液废水,废水量10t/月,监测COD330000mg/L,BOD147000mg/L,氨氮112mg/L,出水要求COD300mg/L,BOD150mg/L,氨氮25mg/L。 项目地处西安,冬天温度较低,甲方以前用过生物法处理这种纯乳化液,但是效果很差。所以我考虑采用物化法处理。 我选择的工艺是破乳——两级Fenton——两级气浮——砂滤——活性炭吸附——出水。请问这样可以达标么?还有Fenton试剂的加药量多少合适呢?

    回答:我觉得可以上个燃烧系统,喷入焚烧炉,废气处理下也可。毕竟一个月才10吨。

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