Table of ContentsSummaryIntroductionRoute InvestigationOptions ConsideredRoutine RationalePipe DesignCostsPumpSurgeConclusionSummaryDrinking water was supplied by WESSEX Water to 2000 new homes in Poundbury. Pipes with a diameter of 350 mm and dimensions 200 x 290 x 280 in the Armstrong power series configuration were used at a cost of 7,503,927 ВЈ for the gravity and pumping lines. The material of the pipes is ductile iron, largely due to its strength, they (the pipes) have a power rating of 18.2 kW. The selected route has a length of approximately 6.11 km. The report analyzed various options for the design of main pipelines and finally arrived at the above-mentioned option. Say no to plagiarism. Get a tailor-made essay on 'Why violent video games should not be banned'?Get the original essayIntroductionWessex Water has the task of supplying drinking water from a pumping station in Burton, from its water main regional to a service reservoir at Lambert's Hill which will then distribute water by gravity to 2,000 new homes in Poundbury. This report was born from the need to analyze and develop the most feasible option among a few alternatives. The factors taken into account in the comparative analysis were: route, pipe material, choice of pipe diameter, arrangement and choice of pump, protection against overpressure and, above all, cost-effectiveness. The report also took into account all the basic assumptions of the design and complies with Wessex Water Design Standards before suggesting the most beneficial/suitable option. All design calculations, tables and figures can be found in the appendix of the report. Plot InvestigationThe project was limited to 3 plots due to certain criteria/factors such as system hydraulics (ground elevation and slope), l land use, sensitive areas and access for construction. and maintenance. The three main routes selected for discussion were the three gravity and pumping routes 1, 2 and 3. Plans and sectional views of these routes can be found in the appendices. According to the topographical data provided, Burton Pumping Station, Lambert's Hill Service Reservoir and the maximum/peak elevation at Poundbury are located at elevations of 59.45m, 155.70m and 110m respectively. above the ammunition reference level (AoD). Ground conditions played an important role in route choice. Site investigation revealed that the ground mainly consists of limestone soils which are favorable materials for underground pipeline works and pipeline lining. The inconveniences associated with reticulation and municipal water supply have also been significantly strained. Road closures and route diversions, traffic delays and traffic jams affecting a reasonable population were put into perspective. The rules for design and management of construction projects were strictly respected. However, there were unavoidable major crossings that required careful approaches for the project to be a success. Cost considerations were also an important decision-making factor. Projects are generally successful if the authorized starting capital is not exceeded. Long-term and short-term profitability is also a very important aspect of costing, as the analysis shows. Depending on the design of the pipelines, the routing of the pipelines is carried out in certain areas. The choice of pipeline routes will be governed by a number of factors such assystem hydraulics (land elevation and slope), land use (land owners, road/rail and river crossings), sensitive areas (AONB, CWS, SSSI, SAM). ) and access (construction and maintenance) accordingly. As indicated by the data, Burton Pump Station has an elevation of 59.45 meters above the Ordnance Datum (AOD), while Lambert SR Hill has 155.70 meters above the level. Ammunition Reference Level (AOD) and Poundbury is 110 meters above the Ammunition Reference Level (AOD). The main key to route selection is to avoid sensitive areas. Areas such as Areas of Natural Beauty (AONB), County Wildlife Sites (CWS), Sites of Special Scientific Interest (SSSI) and Scheduled Ancient Monuments (SAM) are all shown on the map. As for land use, this could also be another influencing factor for landowners. In addition, the condition of the ground, water and soil during construction must also be taken into account, depending on the condition of the ground on which the pipes and other infrastructure will be laid. Cost is another influencing factor due to the fact that each project has start-up capital.Options ConsideredRationale of RoutesSince the pipeline was selected for a suitable route with a length of 6.11 km, some factors must be taken into account such as sensitive areas, elevation, crossings and trenches. All sensitive areas were avoided (SAM, ISSS, CWS) excluding AOND. In particular, in order to protect the environment and the landscape, it is possible that additional costs may be generated by the location of this sensitive area. The route calls for an increase in elevation to make pumping water into the reservoir cheaper and easier. Major crossings should be minimized as they will cross rivers and roads avoiding traffic which has caused disruption and not forgetting that costs will be reduced. Additionally, shared trenching aims to reduce costs due to no duplication of construction personnel trenches, reduced land use within road departments, increased efficiency and a shorter lead time, encouraging greater productivity and cost savings. Pipe Design Selecting the pipe design for the pumped main, the Darcy equation will be used. As indicated by the value of a daily flow, the diameters chosen for the pumped main pipe were 350 mm and 400 mm. Hf is the pressure drop of the pipe, f is the friction factor, l is the length of the pipe, d is the diameter of the pipe and g is the acceleration due to gravity 9.81 m^2/s. The pressure loss due to the connections has been calculated. One of the key factors is the chosen entry and exit of the pipeline. The bell inlet and outlet were selected for the pumped and gravity main. To explain the calculations, it is possible to use a pipe with a diameter of 350 mm, because the speed of the water in the pipe is 0.842 m/s, which is less than the maximum speed of 2 m. /s, the retention time is therefore 2 h 1 min, which is also less than the retention time of 12 hours. Additionally, the pressure controls for 350mm are 10.7 bar, which is less than 16 bar. Thus, it can be concluded that a 350 mm diameter pipe is feasible for the pumped design. Meanwhile, using the hydraulic gradient in Table 16, the nominal pressure loss is calculated for the gravity distribution pump. Likewise, the maximum speed is 0.955 m/s, which is lower than the actual maximum speed of 1.5 m/s. The retention time is 52minutes, or less than 12 hours of retention time. Therefore, it is possible to install 350mm diameter pipe for gravity distribution pump design. On the other hand, the swabbing chamber is a tool that cleans the water by removing waste such as sand, clay and cracks before undertaking chlorine testing procedures before the line is activated of main water. The installation process for swab chambers is one swab chamber every two kilometers. The length of the route is 6.11 km, 4 swabbing chambers have been installed. 4 swab chambers every 4 km equals k = 0.96. Another method is used for in-line valves where it allows the fluid to flow in one direction. There are 3 valves in line. Air values ​​are installed manually and are used to vent air from a water line or fitting. 3 air valves were installed for the pipe. The wash systems were installed to allow water to flow when cleaning the pipe. The junctions at which a pipe emerges to a wash point, the number of washes is therefore 3. As the pipeline network becomes more and more complex, many pipelines must be crossed by open trenches, by laying pipes and by directional drilling. Open trenching can be a less expensive method than trenchless methods in unpaved areas. It also does not require removing debris from the pipe. Directional drilling is the concept of controlling direction and placing a borehole inside the pipe at an underground location. The number of crossings is 17. Costs After developing the pipeline design, it is possible to calculate the cost of the pumped main and the gravity pipeline. From the figure, the costs for pumped pipelines with diameters of 350 mm, 400 mm and 6,110 and 3,000 meters were calculated. Regarding the main pump pipe, diagram 3 costs $7,097,943 while diagram 1 costs $7,215,186. Scheme 1 is therefore the most expensive, costing $7,215,186 every 60 years. Programs 3 and 2 cost $7,097,943 for age 60 and $7,097,943 for age 60. The cost should be as low as possible, so scheme 1 cannot be used. In conclusion, the pipe diameter of 350mm is suitable for scheme 2. For the main gravity distribution pipe, scheme 2 is the most expensive and costs $1,688,500, so it is not suitable for the pipe diameter. In comparison, the 1S scheme is the cheapest than the other which costs $1,576,945. To finalize this, the 350 diameter from Lambert's Hill to Poundbury is more feasible to use the 350mm pipe. PumpDue to the selection of the pipe for the main pipe, the diameter of 350 mm is used. First, to find the static lift, the elevation at Lambert's Hill is 155.70 m, the elevation at Burton PS is 59.45 m, and the freeboard is 0.5 m. Consequently, О” z is (155.70-59.45+0.5) = 96.75 m. The relative operational point is at the height of 108.94 m where the flow rate is 0.081 m^3/s. The pipes were supposed to be a series or parallel continuation. The parallel for high flow pipes. Therefore, the series arrangement of Armstrong pumps should be used. If the efficiency increases as the number of pumps also increases. Pump systems with 5 or 6 were identified as the pumps requiring the least energy. This excludes 2, 3 or 4 pump systems. The 87% increase in efficiency of the 6-pump system cannot be explained by the cost of purchasing an additional pump. Therefore, the 5 pump option is best suited for the pipeline from Burton PS to Lambert's Hill. Using the pump performance chart, 5.