1 After the aeration of the regulating tank is turned off by a part of the lifting pump, the mixing and mixing of the raw water in the regulating tank is reduced, and the ability of the regulating tank to degrade the sewage pollutants is lowered, so that the concentration of the pollutants raised into the mixing tank is increased. Increased the organic load in the later period. (Note: The adjustment pool area is about 15,000 square meters and the height is 2 meters. In the past, most of the whole pool had aeration, and the rear guide wall fell most of it, only a small part and the pump were aerated! Before the filter press of the sewage plant was broken, the mud was not pressed, and the sludge was discharged directly into the regulating tank after the sludge concentration tank. Therefore, I estimated that the sediment of the regulating tank was more than 1 meter, that is, the exposure was turned off. After the gas, the raw water basically flows from the mud surface and is directly pumped to the mixing tank for dosing treatment.) (Everyone knows that the sewage in the sewage plant is a very complicated printing and dyeing wastewater, plus the regulating pool diversion wall is poured. The bottom mud is very high, so aeration is necessary! Aeration can make the water pollutants evenly distributed and play a role in pre-biochemistry, because the aerobic treatment efficiency is an order of magnitude higher than the anaerobic treatment efficiency. That is, the 10 times rate of anaerobic treatment can degrade COD, consume pollutants such as sulfides, and pre-oxidize reducing substances. So I think it is very important to turn off aeration to make the water quality worse. Factor) After the aeration of the adjustment tank is turned off, the total gas volume is not reduced, resulting in a short period of time in the biological pool gas, and a part of the microorganisms on the filler is washed away, resulting in a decrease in microorganisms in the biochemical pool and a decrease in treatment efficiency. At the same time, due to the bacterial micelles in the biochemical pool, the excessive flocculation debris causes the sand filter to be overloaded and a part of it flows out with the water, resulting in a rise in COD in a short time. 3. After the COD rises, on the one hand, the operator of the upstairs mixing pool is urged to increase the dosage to improve the treatment of the mixing pool, and the treatment efficiency of the regulating tank is reduced. In both aspects, the salinity of the mixing pool is increased, and the salt content of the biochemical pool is increased. Too high, this inhibits the microbial activity of the biochemical pool, which reduces the efficiency of the biochemical pool treatment. The second is that the second anaerobic tank contains too much mud, and plans to take measures to remove mud. (I think the reason for the analysis is not correct. The mud of the anaerobic pool is accumulated over a long period of time. It is impossible to bring the impact load to the system in a short time and the COD of the effluent rises rapidly.) After a period of system self-regulation and recovery (the biochemical pool adapts to the influent water quality and aeration intensity, etc.), plus the purification of the water king, the bleaching water, and the responsible person to treat the sludge in the two pools of the old anaerobic tank. There is some effect. After the 23rd, the effluent water quality slowly returns to normal. However, due to the sludge problem in the adjustment tank, the water raised into the mixing tank contains more mud and the concentration of pollutants is higher. In addition, after the system is restored to a certain extent, the person in charge will save the drug fee, and the operator will be required to reduce the amount of drug added in the mixing pool, resulting in a decrease in the materialization efficiency. The separation effect of the cement pool in the mixing tank is not good, and the treatment efficiency of the biochemical pool is affected. The reasons for the limitation of these aspects are that the operation of the system is very unstable, and the quality of the effluent fluctuates up and down with the quality of the raw water. The top of the form now describes the problem: 1, the chroma problem, the test data is as follows: January 22nd, 8:00 am sampling: a sinking pool of dark blue, color 150 times, filtered blue-green, color 45 times ( Note: The experimental conditions are very simple, the dilution multiple method visual inspection, using medium-speed quantitative filter paper filtration - stupid method may not make much sense) anaerobic pool water blue black, color 200 times, filtered yellow green, color 65 times Sampling at 9:00 am on January 23: Adjusting pool entrance black, color 800 times, filtered blue black, chroma 200 times a sinking tank dark blue, color 150 times, filtered light blue, color 53 times Anaerobic tank water blue black, chroma 220 times, filtered blue, 70 times chroma (turn yellow after standing for a period of time) discharge outlet bright yellow, chroma 65 times, filtered light yellow, color 43 times 1 On the morning of the 28th, a sinking pool has a pool of water that is bright green, sampling at 10:30, with a chromaticity of 58 times. The other 7 sinking tanks have a darker color. At this time, the outlet water is yellow and the color is 73 times. The color problem of printing and dyeing wastewater has plagued many water friends and greatly, and I am also very confused about this. According to the actual situation, most of the color of the sewage plant in my sewage plant is light yellow when it is good, bright yellow when poor, and yellow or green when it is worst. dark green. There are two main reasons for my analysis. One is that Fe2+ ions turn into Fe3+ and yellow, and the other is yellowing caused by various dyes entering the water. Here, it involves the role of a hidden color such as PH, and the problem of anaerobic breakage is not complete, causing color reversion after oxidation.
2, PH problem. The test data is as follows: Introduction: The anaerobic tank is followed by the biological contact oxidation tank, which is divided into two stages of water, because the old pool was designed to be treated at 5,000 tons/day, and later expanded to increase the same anaerobic pool plus biochemical pool as the old system. (But the difference is that the two biochemical pool fillers are different, this is mentioned later.) From the sinking pool, the water enters both the old and new systems. Each level of biochemical pool is divided into 12 long lattice push flow runs. January 24 (before I did it several times, because the data sheet was not taken, I didn't write it, but it probably means that the water from the first grid is about 9 to 12, and the water is lowered to 8 or higher.) 1 effluent PH=8.99 3rd effluent PH=8.82 5th effluent PH=8.66 7th effluent PH=8.33 9th effluent PH=8.03 old pool, 1st effluent PH=9.05 3rd effluent PH= 8.73 The 5th effluent PH=8.43 The 7th effluent PH=8.03 The 9th effluent PH=8.12 The 11th effluent PH=8.022 4th Since most of the company is not produced, the influent is clearer and the mixing tank is not used. Sampling at 10 o'clock---New pool, 1st effluent PH=9.96 3rd effluent PH=9.95 5th effluent PH=9.71 7th effluent PH=9.53 9th effluent PH=9.28 11th effluent PH =9.1410 points 20 sampling---old pool, first grid water PH=9.79 third grid water PH=9.43 fifth grid water PH=9.09 seventh grid water PH=8.44 9th grid water PH=8.33 11th grid water PH=8.23 (the water in a settling tank has been mixed with the return sludge water for a period of time, so the water in the old pool has a lower pH). By comparison, it can be found that the old pool is better than the new pool, and the self-pH adjustment of the microorganism is better. Explain in the efficiency test. The above simple data can also indicate that the pH of the anaerobic pool and the biochemical pool are at a high level, especially the problem of the anaerobic pool PH. I feel very serious when I go to the sewage plant, because I began to find that the influent water is adjusted to the pool and then to the mixing tank. After the drug treatment, the PH is generally from 9:00 to 10:00. If it is lower than 8:5 or 8, the operator should add caustic soda to raise the PH value. The book says that 6~9 is needed for microbial growth. The environment, the best is 6.5 ~ 8.5 or in the middle, here it is estimated that the anaerobic PH after a sinking tank is generally 9 to 10 o'clock, and finally the contact oxidation pool is at least 9 or higher. In this case, the microbial growth is affected by the low efficiency. I asked the foreman about this problem. He said that it is not clear. Anyway, he knows that after a year of debugging, the PH is higher, the water is better, and the PH is lower than the water. it is good. He said that once an engineer came over and asked him, the engineer did not know how to explain it. This is strange. According to my analysis, it is estimated that it is because of the addition of ferrous iron. The higher PH is beneficial to the conversion of ferrous iron into trivalent iron. The flocculation effect is better, and it is beneficial to reduce the salinity of the biochemical pool in the later stage. At the initial stage of debugging, the microorganisms with higher pH may have adapted to high pH. But I think that from 9:00 to 10:00, and sometimes even 11:00, the effect of such high PH on the back anaerobic and biochemical pool is self-evident! The treatment effect is definitely discounted, which is done in me. The COD efficiency experiment can be seen. 3, system efficiency problems due to February 4 near the New Year, many companies stop production, so the influent COD is about 200, relatively clear, the mixing pool is not put into the drug, COD efficiency test 2 pm sampling into the water COD = 204 PH = 10.75 sand The new pool water in the filter pool (behind the new pool of biochemical pool) COD=136.6 PH=9.06 sand filter old pool water (behind the old pool of biochemical pool) COD=71.3 PH=8.16 It can be seen that the efficiency of the new pool is significantly lower than that of the old pool. The pool, the new anaerobic tank + biochemical pool together processing efficiency is only 33%, the old anaerobic tank + biochemical pool is 65%, the overall is very poor, on the one hand, the pH is too high, and there are factors such as regulating the pool. The new pool is made of fiber bundle filler, the old pool is a single rectangular composite filler, and the assembly of the aeration head of the new pool is not level and affects its efficiency. In addition, the new pool effluent suspended matter is small and small, the old pool is relatively large and more, it is estimated that the new pool filler is not good and the aeration is not uniform, (some places are too large, there is no aeration), There is also the possibility that microbes in the new pool may be defragmented by microbial debris due to unsuitable conditions. The legendary filamentous bacteria in the contact oxidation pool swell, so large flocs are not visible.
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