The process is less sophisticated than injection blow moulding; however, it is an ideal technique for packs requiring multi-layer technologies to improve formula compatibility and stability, and can be used to manufacture mascara and lip gloss bottles.
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The cool touch of aluminium brings an element of luxury to a product and opportunities for realising bespoke finishes from HCP stock pack designs, such as Magnum, are endless. This website uses cookies to ensure you get the best experience on our website. Want to read more? Our areas of expertise.
Injection moulding. Example of Injection Moulding: Azure Jars 30ml, 50ml, 65ml. Bi-injection moulding. The most appropriate alternative was selected based on both a technical and financial evaluation for both the rehabilitation as well as the expansion project. The selected alternatives were developed through the final design stages. The simulation was aimed at developing actions that would allow appropriate system functions. Results recommend a rehabilitation and expansion of the system for which flow distribution of the effluent into the treatment plant would differ from the Final Design flow.
Construction of a plant For this reason, the flow volumes fall under a range that allows adequate functioning of the treatment plants. The increase in volume will cause a non-significant decrease in the contaminant removal efficiency levels.
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Process efficiency levels must be verified through treated effluent monitoring in order to comply with discharge conditions established by the National Water Commission. Should parameters are not complied with, the surplus flow may be treated at Treatment Plant No. In accordance with the Final Design for Treatment Plant Rehabilitation and Expansion, the pond system has exceeded its design capacity. The original design had a capacity to treat an average volume of flow of 16 mgd while the average operation flow was established at 17 mgd, exceeding capacity by 6 percent. The estimated contribution of Design parameters for the pond system rehabilitation and expansion were based on wastewater analysis and information collected during field visits.
The following values were obtained:. Once the pond system has had all grit and sand removed, it must be modified into three anaerobic ponds. The facultative ponds will have dividing levees removed, perpendicular to the direction of flow. These modifications will only allow treatment of 9. Technical descriptions are presented in the following table:. Only the existing system must have sand removed and have middle dividers lightly modified. Alternative solutions are required to provide treatment to the remaining volume.
In order to include the current volume of flow Five anaerobic ponds would be constructed for a five facultative pond module. Current volume demands are met, reduction in BOD 5 and fecal choliforms in accordance with norms established for wastewater reclamation. Need to demolish current facilities used for laboratory, offices, Imhoff tank, and drying bed.
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The general pond would be expanded lengthwise in the direction of the current flow. This area may then be used to make four anaerobic ponds that are divided into pairs; each pair will have two units in a row in order to discharge their effluent into one facultative pond that will operate with a piston flow system. Sections along the levees will be opened and the dividing levees will be removed in the facultative pond.
These modifications may be made once all sand has been removed from the system. In this manner, one flow would 'zig-zag' through all five modules in the facultative ponds.
The technical description is presented below:. BOD and fecal choliform requirements for reclamation purposes are met, current flow needs are also met. By having less area than the prior option, construction time is also decreased. After evaluating the alternatives described above, it was concluded that the best option for rehabilitating the existing system was the 3 rd option. This option involved expanding the anaerobic ponds followed by facultative ponds modified to piston flow.
The facilities distribution plan is included in the final document, illustration 3. In accordance with the calendar established for the rehabilitation project, that will take approximately one year, a construction process that does not impede or delay wastewater treatment is required.
Delaying the existing treatment process would generate a negative environmental impact on the surroundings due to raw, untreated wastewater discharges into the receiving body during the project implementation. To avoid any negative impact, a construction process was developed for the pond rehabilitation process and is described in the Environmental Impact Statement, General Terms, , as part of the Integral Sanitation Project for Reynosa, Tamaulipas. The remaining components, such as construction of roadways, internal drainage system, security booth, lighting, office facilities, perimeter fencing, etc.
In accordance with the information collected during field visits, population projects, potable water and sewage services, city growth plans, land use at feasible treatment sites, and the area topography, different alternatives to expand the treatment system were established and are described below:. Anaerobic pond followed by facultative pond.
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This option includes five anaerobic ponds followed by five facultative ponds. The technical characteristics of this pond system are described below:. Compliance with existing norms regarding BOD 5 and fecal choliforms. No chlorine application required to effluent resulting in low operation and maintenance costs. Allows module size to increase 3. The area is relatively large acres , making land acquisition difficult.
Technical description of this option is described below:. Less construction area results in a considerably shorter implementation period. Chlorine needed to comply with choliform standards chlorination booth, equipment, etc. Greater costs in operation and maintenance for energy and electro-mechanical equipment. With this option only the biochemical oxygen demand is removed.
In addition, this alternative requires aeration equipment to carry out the wastewater treatment process. The technical description of this option is described in the following table:. The area required is less than the area required for the first alternative.
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Available area acres is sufficient to provide treatment through the year Higher operation and maintenance costs required for the electro-mechanical equipment. Infrastructure and storage needs for chlorine application require additional costs with inherent risks. This alternative was developed through the Final Design stages. The upper width of the levee crown will be 3 meters wide to allow vehicles to drive on it. To access pond system, access ramps will also be constructed.
Excavation will not be deep and risk of reaching water tables is not present. WWTP No. Structure will include bearing walls made of red flat brick, foundation, drop panels, concrete trusses, full length foot bearings, and alloy beams. Construction of access roads, bathrooms, building perimeter fencing and security booth. Removing vegetation from area where modules will be constructed; construction of levees with approved bank material and with mechanical equipment and experienced personnel in accordance with Final Design.
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Construction of pretreatment system, office building, and exterior lighting. Installation of electrical substation and emergency equipment. Construction of elevated tank and electrical control room; lift station and access bridge to the lift station, and construction of collector. The activities described above will be carried out in accordance with the activity calendar described in the Work Program included in the Environmental Impact Statement document. Initially, the area required will be less than the established requirement.
Illustration 3.
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The boundaries of the areas served by each plant have been defined in accordance with a fair division of the average low water flow through the year Victoria, Tamaulipas , regarding any possible foul odors from the anaerobic ponds during the wastewater treatment process, the following options are presented as a potential solution to this problem. The first option consists in the construction of a wind proof barrier that includes the use of shrubs and trees and year round evergreens planted in concentric circles spaced every 1, ft.
Gases would be measured approximately 1 mile around the treatment plants. Should this alternative not provide the expected results, a general preliminary project that includes surface aerators to equip the treatment systems would also be presented.