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Influence and Interaction of Temperature, H2S and Ph on Concrete Sewer Pipe Corrosion

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Influence and Interaction of Temperature, H2S and Ph on Concrete Sewer Pipe Corrosion View metadata, citation and similar papers at core.ac.uk brought to you by CORE provided by Greenwich Academic Literature Archive Greenwich Academic Literature Archive (GALA) – the University of Greenwich open access repository http://gala.gre.ac.uk __________________________________________________________________________________________ Citation for published version: Romanova, Anna, Mahmoodian, Mojtaba and Alani, Morteza A. (2014) Influence and interaction of temperature, H2S and pH on concrete sewer pipe corrosion. International Journal of Civil, Architectural, Structural, Urban Science and Engineering, 8 (6). pp. 592-595. ISSN 1307-6892 Publisher’s version available at: http://waset.org/publications/9998420/influence-and-interaction-of-temperature-h2s-and-ph-on- concrete-sewer-pipe-corrosion __________________________________________________________________________________________ Please note that where the full text version provided on GALA is not the final published version, the version made available will be the most up-to-date full-text (post-print) version as provided by the author(s). Where possible, or if citing, it is recommended that the publisher’s (definitive) version be consulted to ensure any subsequent changes to the text are noted. Citation for this version held on GALA: Romanova, Anna, Mahmoodian, Mojtaba and Alani, Morteza A. (2014) Influence and interaction of temperature, H2S and pH on concrete sewer pipe corrosion. London: Greenwich Academic Literature Archive. Available at: http://gala.gre.ac.uk/11521/ __________________________________________________________________________________________ Contact: [email protected] World Academy of Science, Engineering and Technology International Journal of Civil, Architectural, Structural, Urban Science and Engineering Vol:8 No:6, 2014 Influence and Interaction of Temperature, H2S and pH on Concrete Sewer Pipe Corrosion Anna Romanova, DoHtaba Dahmoodian, DorteIa A. Alani II. 8AC4GROUND Abstract–Concrete sewer pipes are known to suffer from a The process of sewer pipe corrosion has been studied since process of hydrogen sulfide gas induced sulfuric acid corrosion. This 1C40th and a set of representative knowledge has been gained leads to premature pipe degradation, performance failure and collapses which in turn may lead to property and health damage. The over years, which are referred to as microbially induced above work reports on a field study undertaken in working sewer concrete corrosion 0DICC2 [12-. The bacteria class manholes where the parameters of effluent temperature and pH as Acidithiobacillus thiooxidans [12-.[14- which are active in the well as ambient temperature and concentration of hydrogen sulfide effluent biofilm [1 - convert sulphate to sulphide [17-. Some were continuously measured over a period of two months. Early part of sulphide is released in atmosphere as gaseous hydrogen results suggest that effluent pH has no direct effect on hydrogen sulphide 0H S2 [17-. 3urther, the hydrogen sulphide is sulfide build up; on average the effluent temperature is 3. !C greater 2 than the ambient temperature inside the manhole and also it was o1idised [17- to sulphuric acid 0H2SO42, which subsequently observed that hydrogen sulfate concentration increases with attacks susceptible pipeline materials [18-. 3ig. 1demonstrates increasing temperature. the chemical reaction of microbially induced concrete corrosion process in sewer pipe. Keywords–Concrete corrosion, hydrogen sulphide gas, temperature, sewer pipe. Gas phase I. INTRODUCTION ULPHIDE induced corrosion in concrete sewer pipes is Sconsidered to be one of the dominating factors affecting the structural vulnerability of pipes, leading to premature pipe Corrosion wall failure and possible subsequent collapse [1-.[4-. Hydrogen sulphide The corrosion problem is recognised in countries with increased urbanisation factors 0i.e. use of hot water and the discharge of household detergents containing sulfur and to1ic metals by industries2 [ -. 3or e1ample, in the U4, the gross Sulphide Effluent replacement cost for sewer mains has been estimated at 5104 Liquid billion [7-. In 8elgium, the cost of sewer corrosion has been and estimated at 54 million per year, representing around 12: of solid Sediment the total cost for wastewater asset management [7-. In phase Germany, the costs of concrete sewer rehabilitation due to International Science Index Vol:8, No:6, 2014 waset.org/Publication/9998420 corrosion were estimated to be =100 million [8-.Where it was 3ig. 1 Dicrobially induced concrete corrosion in sewer [1C- estimated that the annual cost of water and wastewater asset concrete corrosion in the USA is costing B37 billion [C-. In the Limited works on corrosion process in pipes show that the Sydney area, Australia there are nearly C00km of concrete corrosion may establish slowly, however when commenced it sewer pipes, with an attendant rehabilitation programme may rapidly accelerate and result in dry incrustation, gypsum costing AUS B40 million annually; much of the deterioration [20- and loss of pipe wall and crown [13- and [1 -. 3urther is caused by pipe corrosion [10-. works confirm that severe concrete pipe corrosion occurs at A number of models have been created to address the points of high turbulence and constant releases of H2S into the problem of pipe corrosion and timely predict possible failure atmosphere even at steady state condition of all parameters [11-, however these models lack reliable filed data and [21- and [22-. E1perimentally it was concluded that corrosion interaction between key parameters which this paper reviews. process accelerates when the pH of pipe wall surface drops below 4 [23- and [24-, pipe surface if flushed from time to time to remove corrosion layer flocks [2 -, and when temperatures are in range of 10.30!C and H2S are at 3. 400ppm [14- and [17-. A. Romanova is with the University of Greenwich, School of Civil Engineering, Chatham Daritime, DE4 4T8, U4 0phoneE 0044.173488.3307; e.mailE a.romanovaFgre.ac.uk, a_romashkFgmail.com2. D. Dahmoodian and D. A. Alani are with the University of Greenwich, School of Civil Engineering, Chatham Daritime, DE4 4T8, U4. 592 World Academy of Science, Engineering and Technology International Journal of Civil, Architectural, Structural, Urban Science and Engineering Vol:8 No:6, 2014 III. 3IELD DATA COLLECTION The data on 3ig. 1 and for all other graphs was resampled to represent an average value for each given hour. Overall, in A. Manhole Location 3eb.Apr the temperatures measurements minimum, ma1imum 3or the purpose of these e1periments two manholes with and mean for Dan1 and Dan2 were, 10.8!C, 17.1!C, 13.2!C concrete sewer pipes known to suffer from corrosion process and 11.7!C, 17.7!C, 1 .1!C, respectively. In general the were selected in Rochester and Daid stone, 4ent area, U4. temperatures in Dan2 are found to be higher and this is Danhole No.1 0Dan12 was located in Chattenden residential thought to be influenced by a closer location to the rising area 4777m, 241 m and 2037m downstream from three main, pumping station and generally the industrial sector pumping mains with direct T.type inHection connection which have larger use of hot water. discharging into this manhole. Danhole No.2 0Dan22 was located in Dote Park, Daidstone, further away from C. Ambient Temperature residential area however in the vicinity of industrial estate The ambient temperatures for both manholes were found to and337m away from the discharge manhole, where the follow overall an identical pattern. The general pattern of this pumped main is 2 72m away. 3or both manholes the concrete behavior for both manholes is illustrated in 3ig. 2, with Iero sewer pipes were of 300mm e1ternal diameter and 3 mm wall set at midnight. 3rom 3ig. 2 it can be noted that the thickness. Dan1 and Dan2 were located 1C.7km apart. temperature in Dan 1 is generally slightly lower for that compared with Dan 2, with mean temperature values of C.3!C B. Data Collection and 10.7!C, respectively. Overall, in 3eb.Apr the temperatures In each of the manholes an H2S sensor 0GAJT.H.DL from measurements minimum, ma1imum and mean for Dan1 and Environmental K Gas Donitoring2 temperature sensors to Dan2 were, 7.7!C, 12.C!C, 10!C and 8.7!C, 13.8!C, 11.2!C , measure effluent and ambient temperatures as well as effluent respectively. The temperatures increased over the day with pH 0Dadgetech pHTemp101 and Dadgetech pH.1 pH2, was peak times at 11pm.4am after which they declined. This inserted and secured by the use of stainless steel cables above coincided with the discharge of overflow in the pumping the manhole. The reading of H2S sensor was sampled at station which generally takes place at midnight or when the secand the reading from temperature sensors and pH were all chamber is full. However each manhole had manhole.specific sampled at min. Additionally concrete cube samples were minor pattern which is thought to be governed by house hold placed in the manhole above the effluent to record the relative and industry activity in the area. rate of corrosion over time of e1periment. The results reported in this paper are for a 2 months deployment in 3eb.Apr. 12 IL. RESULTS 11 C] o A. Effluent pH 10 The effluent pH values were measured to be fairly constant 9 in range of 7.7.7.1 with no severe variations. This is thought to be dictated by large amounts of fats carried within the [ Temperature 8 Man1 wastewater which is specifically high in both areas of the Man2 7 manholeMs location. 0 12 24 36 48 60 72 84 96 108 120 132 144 156 168 Time [h] B. Effluent Temperature International Science Index Vol:8, No:6, 2014 waset.org/Publication/9998420 3ig. 2 Ambient temperature for Danhole 1 and Danhole 2 for a The effluent temperatures for both manholes were found to period of 1 week in the beginning of Darch shown in hours follow very similar daily trend, however each of them has individual hourly pattern. 3ig. 1 represents the data of effluent D.
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