Scheme of the planning organization of the land plot

The channel connects 2 channels located between the highway and the water area of ​​the bay. According to the PZZ, the territory belongs to the TP2 zone - a recreational zone - green spaces for general use and green spaces for limited use, with the inclusion of engineering infrastructure facilities. Channels with a length of coastline requiring strengthening of about 3500 m transport the flow of rivers to the bay. The working draft provides for works on the bank protection of the Southern and Northern banks of the canal from the canal to the bridge in the alignment between the quarters. The boundaries of the land allotment are established by the planning and surveying project. The elevation of the canal berm top is set at 3,00 BS and is constant for the entire canal. The laying of the slope is taken 1:2. Strengthening of the slope in the zone of variable level is carried out with prefabricated reinforced concrete slabs. Above, the slope is strengthened by dense sowing of grasses over geosynthetic material. A wall-mounted tubular drainage is laid along the entire channel to relieve pressure in the crushed stone sprinkling. Drainage water is discharged into the canal through water outlets with a step of 20,0 m. Improvement includes the organization of two platforms and stairways to the water with a width of 16,8 m. subsequent projects on the specified object, it is necessary to provide a topographic survey completed no later than mid-2006.

Basic design decisions. Structural and space-planning solutions

Scheme of the planning organization of the land plot: the canal connects the canals located between the highway and the water area of ​​the bay. According to the PZZ, the territory belongs to the TP2 zone - a recreational zone - green spaces for general use and green spaces for limited use, with the inclusion of engineering infrastructure facilities. Channels with a length of coastline requiring strengthening of about 3500 m transport the flow of rivers to the bay. The working draft provides for bank protection of the Southern and Northern banks of the canal from the canal to the bridge in the alignment between the quarters. The boundaries of the land allotment are established by the planning and surveying project. The elevation of the canal berm top is set at 3,00 BS and is constant for the entire canal. The laying of the slope is taken 1:2. Strengthening of the slope in the zone of variable level is carried out with prefabricated reinforced concrete slabs. Above, the slope is strengthened by dense sowing of grasses over geosynthetic material. A wall-mounted tubular drainage is laid along the entire channel to relieve pressure in the crushed stone sprinkling. Drainage water is discharged into the canal through water outlets with a step of 20,0 m. The landscaping includes the organization of two platforms and stairways to the water with a width of 16,8 m. In connection with the development of the territory of the complex, when submitting subsequent projects for the specified object, it is necessary to provide a topographic survey completed no later than the middle of the year. According to the survey data, the category of complexity of the engineering and geological conditions of the projected construction is II (Appendix B, SP 11-105-97). 29 archival wells (1989-2006) with a depth of 8,0-22,0 m and a total footage of 455.m were analyzed. A table of normative and calculated values ​​of soil characteristics is given. A technical report on the engineering-geological and hydro-geological conditions of the territory along the canal and the West Bank of the canal was compiled. In the geological structure of the site, at the explored depth, modern deposits are represented by technogenic deposits, lacustrine-marine deposits, Upper Quaternary glacial and glacial deposits, Cambrian deposits. Within the studied area, during the work, groundwater was recorded at a depth of 0,1 -2,6 m, on abs. elevation 3.1-0.0m. The long-term average annual level corresponds to a depth of 1,0 m. At the site, pressure waters were also recorded, confined to glacial sands, the head was 6,4 m, the piezometric level was set at abs. mark 0,7 m. Groundwater is moderately aggressive towards concrete of normal permeability. In relation to lead and aluminum cable sheaths, groundwater has, respectively, a medium and high degree of corrosive aggressiveness. In relation to steel structures, the degree of corrosive aggressiveness of soils is high. Physical and geological processes: Flooding of the territory during surge events. Conclusions: The presented materials meet the requirements of the current regulatory documents and can be used for design. The explanatory note gives the calculated values ​​of the maximum levels in the eastern part of the bay of various probability according to the technical design, in the system they are equal: Before the construction of protective structures: 1% of the probability - 345 cm BS; 10% security - 240 cm BS. Provided that the GLC gates are closed at a water level of 100 cm (maximum closing level) and opened at the moment when the level in the closed water area is equal to the level in front of the GLC on the decline, the average calculated levels for the bay are: 1% probability - 190 cm BS; 10% security -153 cm BS. Due to the action of storm winds of the western direction prevailing during the flooding period, the water level in the eastern and southeastern parts of the bay, according to calculations, will be: 1% security - 210 cm BS; 10% security -175 cm BS. In accordance with the current regulatory documents SNiP 2.07.01-89, clause 8.6 and the data of TSN 30-502-2002, coastal areas must be protected from flooding by flood waters, taking into account the wave height during wind surge. The mark of the crest of the area to be poured should be taken at least 0,5 m above the calculated high water horizon, i.e. up to the mark of 3,95 cm BS under existing conditions. After completion of the construction of the GLC, the safe absolute elevation of the surface was taken to be 2,4 m BS. For the improvement of the territory in accordance with SNiP 2.07.01-89*, planning marks must have a 10% security, i.e. for modern conditions - a mark of 2,88 m, after the completion of the construction of the KZS -2,03 m. The formation of the canal coastline is carried out by arranging a low grillage on a pile foundation. The design of the pile foundation is a front sheet pile Larsen IV with two shielding walls of vertical and inclined piles. Vertical piles are driven at a distance of 0,8 m from the front sheet pile wall. The pile spacing is assumed to be constant and is 4,0 m. The distance between the screening walls of vertical and inclined piles is variable, depending on the type of fastening. Monolithic grillage of two types of section: with dimensions of 2,4 x 0,91 m and 1,9 x 0,91 m. For concreting, concrete of class B22,5, F200, W6 is used, reinforcement is carried out with separate rods of AIII reinforcing steel with a diameter of 14 and 16 mm. The outer face of the grillage is lined with reinforced concrete blocks, which are installed on the berm (mark minus 1,0 abs.m.) and mounted to the grillage. To ensure the hydrological connection of the canal and the groundwater of the adjacent territory and to relieve the pressure on the sheet pile wall from the side of the backfill, along the entire length of the canal, a near-wall tubular drainage is installed, the route of which is laid parallel to the embankment wall. Drainage runoff is discharged into the canal through water outlets installed in 20 m increments. The water-receiving element of the drainage is a crushed stone prism, covered with crushed stone fr. 20-40 mm. Drainage polyethylene pipes are used as a drainage element. A geotextile filter is placed at the contact of the crushed stone prism with the base soil, which prevents mechanical suffusion of soil particles into the pores of the filter backfill. For mooring ships, in accordance with the technical specifications, the design solutions provide for the installation of eyelets for a load of 8,0 tons, with a step of 25 m. The device of the eyelets is made by installing the anchor when concreting the grillage. Above the level of the reinforced concrete anchoring of the slope to the marks of the berm, the canal is fixed by grass sowing using geosynthetic material of the Enkamat 7081/1 type. Calculation of the structure of the grillage was carried out according to two criteria: determination of the minimum allowable depth of immersion of the sheet pile, to ensure the prevention of loss of stability of the structure along the round-cylindrical sliding surfaces; assignment of the number, parameters of piles and dimensions of the grillage in terms of loads on piles and allowable pressure on the ground and movements. Calculation of the deepening of the sheet pile was carried out according to the program "Stability", calculation of the pile foundation according to the program "Rostverk".