Architectural solutions.

The appearance of the complex of biological treatment facilities is mainly formed from the technological process taking place in it. The location and layout of buildings and structures at the construction site is also dictated by the technological nature of production. Its influence extends to the material and type of load-bearing and enclosing structures of buildings and structures, to the solution of light, aeration and other openings in walls and coatings, to the profile of the coating and other elements of the building. The volumetric construction of the projected complex is dictated by the functionalist architecture of the industrial building and steel tanks. The content and dimensions of the designed structures are subject to: production processes of treatment facilities associated with the peculiarity of the technology; the choice of materials that have optimal load values ​​and determine the appearance of treatment facilities; the choice of symmetrical design schemes evenly distributing rigidity of structures, their connections, ensuring the stability of structures; requirements of regulatory documents for design and construction, including technical issues of economics and energy saving. The project provides for the fulfillment of the requirements of typing and unification, large forms of elements of load-bearing and, especially, enclosing structures. The planning solution of this complex complex is determined by the logic of the functioning of clearly separated parts: - the composition of the groups of premises of the industrial building, which is the central focus of the industrial site; - spatial and volumetric structure of steel tanks. The dominant position in the complex is occupied by an industrial building in which production, technical, household and auxiliary premises are interlocked. For the conditional mark of 0,000 of the designed industrial building of local treatment facilities, the level of the clean floor is taken, which corresponds to the absolute mark of 27,950 according to the general plan. The designed production building has the following construction indicators: building area - 403,25 m2; construction volume - 2940,40 m3; total area - 655,71 m2. The planning scheme of the building is due to the need to perform technological processes for the treatment of industrial effluents of the dairy plant. The designed industrial building is two-story with a frame structural scheme of reinforced concrete columns and beams, has a laconic rectangular shape in plan. External walls are made of single-layer claydite-concrete panels 300 mm thick according to series 1.030.1-1/88 and from red solid brick of plastic pressing M100 on mortar M75 with reinforcement with mesh Ø 5 Vr-I through five rows of masonry in height. The roof of the building is gable insulated with a slope of 2,5%, coated with a polymer membrane of the TechnoNICOL Corporation on reinforced concrete roof slabs. Overlapping - reinforced concrete hollow slabs. To fulfill the conditions for energy saving of the designed industrial building of local treatment facilities for a dairy plant and to preserve heat during operation, additional insulation of external enclosing structures is provided. Internal walls and partitions are made of plastic pressed brick M100 on mortar M75 with reinforcement mesh Ø 5 Vp-I through five rows in height. The height of the building is 8,7 meters along the parapet. The building is fully heated with an organized external drain. On the first floor of the production building at elevation 0,000 there are entrance vestibules, a turbine hall, a women's dressing room with a shower room and a bathroom. node, boiler room, container room, reagent room, heating point. On the second floor at elevation +4,200 there is a men's dressing room with a shower room and a bathroom. node, room for cleaning equipment, laboratory, operator's room, ventilation chamber, switchboard room, compressor room, turbine room, biogas drying room. The restrained architecture of the production building and all capacitive structures corresponds to the internal content, the ratio of the main elements in full accordance with the purpose, while maintaining the integrity of the industrial complex's three-dimensional design. Description and justification of constructive solutions for buildings and structures, including their spatial schemes, adopted when performing calculations of building structures.

Manufacture building

For the relative mark of 0,000, the mark of the finished floor of the production building was taken, which corresponds to the absolute mark of 27,950 according to the general plan. The production building is a two-span, two-story building with spans of 4,8 and 7,2 m. The frame spacing is 6,0 and 3,0 m. The height of the first floor is 4,2 m, the second - 3,6 m. The frame of the building was designed according to the connection scheme with articulated crossbars with columns using the structures of the 1.020-1/83 series. The cross section of the columns is 400x400 mm with floor-by-floor cutting. The height of the crossbars is 450 mm. Crossbars with a span of 4,8 m are non-standard, manufactured according to individual drawings in the formwork of crossbars with a span of 6,0 m. Floor slabs and roofs are designed with multi-hollow spans of 1.041.1 and 2 m according to the 3,0-6,0 series. board weights). The outer walls are made of expanded clay concrete self-supporting single-layer panels 10,0 mm thick with a bulk density of 2 kg/m3,8 according to series 2-300/1100. Self-supporting panels transfer the vertical load through the piers to the zero-cycle structures, and the horizontal load to the columns. The internal evacuation staircase is made of prefabricated reinforced concrete steps on metal stringers with monolithic reinforced concrete platforms. The static calculation of the frame of the industrial building was carried out on the Lira 9.4 PC.

Secondary Illuminator. Aerobic reactor. Metareactor.
Sludge accumulator. Averaging

These structures are steel tanks with a flat bottom, manufactured and supplied by EnviroChemie, and installed on monolithic reinforced concrete slab grillages. 

writing and justification of technical solutions that provide the necessary strength, stability, spatial immutability of buildings and structures of the capital construction object as a whole, as well as individual structural elements, assemblies, parts in the process of manufacturing, transportation, construction and operation of the capital construction object

The overall stability and spatial immutability of the frame of the industrial building is ensured by a system of vertical abutments formed by prefabricated reinforced concrete stiffening diaphragms (3 pcs.), Connected to adjacent columns, rigid nodes for embedding columns in foundations. Due to the fact that the building frame is connected, floor disks are of particular importance for ensuring the spatial stability of the building, both during installation and during operation. When constructing floors from hollow-core slabs its work as a disk is ensured by welding the crossbars to the consoles of the columns, welding of the tie panels between themselves and with the crossbars, as well as due to the careful embedding of the dowels and seams between all the elements of the ceiling.

Description of constructive and technical solutions of the underground part of the capital construction object

Manufacture building

Work on the installation of structures of the zero cycle of the production building should begin with the construction of a recessed pit in axes 1-2, A-B. Pit base - a slab on a natural foundation, which is also the bottom of the pit. Fine, dense sand with a gravel content of up to 20% with the following design characteristics was taken as the foundation of the pit foundation: II=2,04 g/cm3; φII=36°; cII=4 kPa; E=38,0 MPa. The stress under the sole of the slab foundation does not exceed 1,4 kg/cm2. The predicted absolute settlement of the foundation is no more than 1,6 cm. The bottom elevation of the foundation slab is assumed to be -5,800. The thickness of the slab is variable from 0,5 m to 1,8 m. Under the slab, it is necessary to make preparation from B7,5 concrete with a thickness of 100 mm. The protective layer of concrete for the sole reinforcement is 50 mm. Reinforcement of the foundation slab is taken by separate rods with a pitch of 150 mm. All crossings of the rods are knitted through a knot in a checkerboard pattern. The required value of the protective layer of concrete for the lower reinforcement should be provided with plastic clamps, the upper reinforcement - by installing additional fixing reinforcement. The pit is a monolithic reinforced concrete recessed rectangular tank with internal dimensions of 4,9x7,6 m and a height of 6,0 m. The tank is divided into four compartments. The thickness of the outer walls is 300 and 400 mm, the internal partitions are 300 mm. The elevation of the top of the bottom is variable from -4,000 to -5,300 m. The tank is provided with a monolithic reinforced concrete coating 120 mm thick with holes for installing hatches. The tank is made of concrete class B25, W8, F100 on sulfate-resistant cement. Reinforcement of tank elements is designed with separate rods, reinforcement of classes AI, AIII, with diameters of 8-12 mm with a step of 150, 200 mm. The joints of individual rods should be overlapped without welding. Place the joints apart. The length of the bypass rods is at least 40 diameters of the reinforcement. The connection of mutually perpendicular reinforcing bars to each other is carried out on twists from wire 1,6-0-C GOST 3282-74 *. The protective layer of concrete for the working reinforcement of the walls is at least 30 mm, coatings - 25 mm, bottoms - 50 mm. The device of working seams when concreting the structure is provided with the installation of waterproofing dowels "Sika-Waterbars". The location of the working joints is established by the project for the production of work in accordance with the instructions of the "Guidelines for the production of concrete work" (Moscow, 1975). The static calculation of the pit was performed on the Lira 9.4 PC. When performing calculations, the possibility of alternate use of containers was taken into account (one part of the containers is filled, the rest is not). Also, the capacity was checked for ascent with a possible increase in the level of groundwater. The tank is equipped with vertical steel ladders for equipment maintenance. In the upper part of the tank along the bottom and walls of the pit, reinforced waterproofing was made using TechnoNIKOL materials. In accordance with the conclusion based on the results of engineering and geological surveys, weak heaving soils (EGE1, EGE2) are ubiquitous within the construction site of the production building in the upper layer. The groundwater level has been revealed everywhere at a depth of 1,20-2,00 m and it can rise to the surface of the earth during periods of intense precipitation and spring snowmelt. Based on the above, the foundations of the industrial building are designed on a pile foundation. Driving piles under the production building should be started after the installation of a buried pit and the completion of work on its backfilling. In this case, the piles along the axis 2 of the production building are in the backfilling area of ​​the pit and their length is increased compared to the rest of the piles. In addition, when driving these piles, the location of the sheet pile wall must be taken into account. Piles 8,0 m long along axis 2 should be driven into leader holes Ø250 mm. The length of driven piles with a section of 300x300 mm is assumed to be 5,0 and 8,0 m. The design load on the pile is 24,6 t for piles L=5,0 m and 18,6 t for piles L=8,0 m. Bearing capacity of piles on the ground, taking into account the reliability factor =1,4 - 26,7 t (for piles 5,0 m long) and 25,0 t (for piles 8,0 m long). Bearing capacity of piles by material - 85 tons. Prior to ordering and mass driving of piles, in order to clarify the bearing capacity and dimensions of piles, perform driving and static tests of control piles with the obligatory execution of relevant acts. Static testing of piles shall be carried out in accordance with GOST 5686-94 “Soils. Methods of field testing of piles. If the test results show a discrepancy between the bearing capacity of the piles adopted in the project, the design organization should be informed about this in order to make changes to the working drawings. Pile work must be carried out in accordance with SP 45.13330.2012 "SNiP 3.02.01-87 * Earthworks, foundations and foundations." Mass driving of piles should be carried out from the middle of the pile field to its perimeter. Each pile should be hammered in several steps with a "rest" for 3-5 days. The elevations of the soles of monolithic grillages are taken to be -1,600 m. The height of the grillage is taken to be 1100 mm. Grade of grillage concrete - B20. Under the monolithic grillages, make a preparation of class B7,5 concrete with a thickness of 100 mm, protruding beyond the edges of the grillage by 100 mm. The grade of concrete of piles and monolithic grillages in terms of frost resistance should not be lower than F100, F150; water resistance W6, W8. Reinforcement of grillages is provided by welded spatial frames and meshes. The protective layer of concrete for the working reinforcement of grillage must be at least 50 mm. ...