Space-planning solutions

The designed building has dimensions of 66.2x59.5 m in plan. The entrance to the building is organized from the projected area from the side of the avenue. From the side of the north-western facade, a temporary parking lot for 25 cars has been organized, including 3 places for cars of low-mobility groups of the population (MSG). Functionally, the pool premises are divided by levels: At elev. -3.900 there are technical premises for maintenance of the pool (rooms for chemical water treatment), personnel rest rooms with changing rooms and showers, inventory rooms, a room for a plumber on duty, a room for an electrician on duty. At elev. -2.700 there are technical rooms for the pool utilities (ventilation chamber, water metering unit, chemical reagents storage room, emergency generator installation room). At elev. -0.900 there is a vestibule area with a hall, a security room, a cloakroom, a control room, bathrooms, a bathroom for MGN, a reception desk and an elevator for MGN, a kiosk selling related sports equipment. At elev. ±0.000 there are three bowls: one measuring 25,6x25m. and two bowls, measuring 12,5 x 7,5 m., locker rooms with showers for all bowls, rooms for drying bathing accessories, locker rooms and showers for MGN for 2 people, locker rooms for coaches and referees with » swimming and choreography with inventory rooms, a nurse on duty with windows on bypass paths, a laboratory, storage rooms for cleaning equipment, inventory rooms on bypass paths. At elev. +4.200 there are administration premises, a cafe for 48 seats, a doctor's office with a waiting room. At elev. +8.400 there are administration premises, bathrooms, storage room for cleaning equipment. At elev. +12.600 there are supply and exhaust and exhaust ventilation chambers, machine and boiler room, main switchboard, technical room. There are 3 types of roof construction: 1. Operating roof (elev. +17.000): reinforced concrete slab, concrete sloping screed, geotextile protective layer, roofing carpet, geotextile separating layer, Penoplex insulation, geotextile separating layer, leveling gravel-sand screed, paving slabs. 2. Bitumen-polymer roofing on a reinforced concrete slab: Yutofol vapor barrier, expanded clay screed, ISOVER heat-insulating boards, roofing and waterproofing carpet based on PLASTFOIL PVC membrane. 3. Bitumen-polymer roofing on a metal profiled sheet (by trusses): vapor barrier from Yutofol, expanded clay screed, ISOVER heat-insulating boards, roofing and waterproofing carpet based on PLASTFOIL PVC membrane. Profiled flooring (H75-750x08) is attached to the girders with self-tapping bolts, vertical and horizontal ties at the level of the upper chords of the trusses. Runs with a step of 3,0 m are made of bent-welded rectangular sections (200x100x6). Connections - from bent-welded square sections (100x4). Fastening of runs to farms (180x140x8) is carried out on M16 bolts.  Finishing facilities Finishing of bowls and bypass paths of pools is carried out with special ceramic tiles certified for this purpose. All wet rooms are provided (see the finishing list) suspended slatted ceiling (aluminum, moisture resistant).

Architectural solution of facades

The architectural solution of the facades of the designed building corresponds to the style of sports facilities. Modern energy-saving materials and constructions are used in the solution of facades. External fencing: - as external enclosing structures, up to the level of +4,050, a self-supporting wall of solid brick, 250 mm thick, based on a reinforced concrete retaining wall, is provided. The subsystem of the ventilated facade IS-5KN of the ISM-facade company is attached to the brick wall. Facing material - porcelain stoneware slabs; - above +4,050 - ventilated facade of the "ISM-facade" system using composite cladding panels (As a cladding of the main entrance to the building, as well as volumes of evacuation stairs). Basis - hinged "sandwich" panels of the Armaks type, light colors, 150 mm thick. Sandwich panels are fastened to the metal leveling frame using steel studs; - stained glass designs and windows - two-chamber double-glazed windows. The entire perimeter of the building is covered with railings in the form of parapets.

 BUILDING STRUCTURES

The design solutions adopted in the project ensure the structural reliability of the building, the required thermal protection of the building, fire safety, as well as the level of acoustic comfort in accordance with SNiP 2.08.01-89*, SNiP II-12-77, SNiII II.3-79***, SNiP II-22-81. All loads and impacts are accepted according to SNiP 2.01.07-85*. Snow load S is assumed to be 1,8 kPa (region 3). In places where there is a difference in the heights of the coating, the value of S is taken with a coefficient that takes into account snow bags. The normative value of wind pressure W = 0,30 kPa (SNiP 2.01.0182 - II region). - Calculated average monthly temperature –26оС (SNiP 2.01.01-82). Freezing depth d = 1,45m. Useful standard load on floors - 4,0 kPa, 2,0 kg/m2. Building class - II. Degree of fire resistance - II. The drawings were developed in accordance with the following regulatory documents: SNiP 2.01.07-85* "Loads and Impacts", SNiP 2.02.03-85* "Pile Foundations", SNiP 2.02.01-85 "Foundations and Foundations", SNiP 3.02.01- 87* Earthworks. Bases and foundations” SNiP 52-01-2003 “Concrete and reinforced concrete structures”, SNiP 3.03.01-87* “Bearing and enclosing structures”, SNiP 11-23-81* “Steel structures. The joint calculation of the building with the base was carried out using the SCAD software package (Structure CAD@11.1). According to the calculation results, the maximum settlement is 16,4 mm. There is no building roll. The stability factor of the system is 5,8. 

 Designs below 0.000

 Quaternary deposits take part in the geological structure of the site within the drilling depth (20,0-22,0 m): technogenic (tg IV), marine and lacustrine (m, l IV), lacustrine-glacial of the Baltic glacial lake (lg III b) , glacial Luga moraines (g III lz) and lacustrine-glacial Luga and Moscow horizons (log III lz and lg II ms). Technogenic deposits (tg IV) bulk soils (EGE 1) with a thickness of 1,6-2,1 m within the site are represented by sands and sandy loams with the inclusion of gravel, brick fragments, wood with plant residues. Losses during ignition of samples of bulk soils are 1-3%. Abs. the marks of the base of bulk soils are 3,8-3,1 m. Marine and lake sediments (m, l IV) are represented by silty sands of medium density saturated with water (EGE 2), medium peaty soils saturated with water (EGE 3), silty sandy loams with rare vegetation plastic residues (IGE 4) and light silty, indistinctly layered fluid-plastic loams, soft-plastic according to NE (IGE 5). The sole of marine and lacustrine sediments was uncovered at depths of 3,6-4,1 m, at abs. marks 1,7 - 0,8 m. The thickness of the deposits is 1,8-3,5 m. The lacustrine-glacial deposits of the glacial lake (lg III b) are represented by heavy silty ribbon fluid loams, very soft-plastic in NE (EGE 6) and light silty layered fluid-plastic, soft-plastic in NE (IGE 7 ). The bottom of lacustrine-glacial deposits was cut at depths of 10,5-11,7 m, at abs. at minus 4,9 – minus 6,9 m, the thickness was 6,5–8,1 m. interlayers of sandy loam saturated with water (EGE 8). The bottom of lacustrine-glacial deposits was cut at depths of 15,0-17,2 m, at abs. at elevations of minus 9,7– minus 11,6 m, the thickness was 3,7–6,7 m. ), silty sandy loam with gravel, pebbles with hard sand pockets, semi-solid in the NE (IGE 10). In wells 11-9681, glacial deposits were drilled to depths of 9683-20,0 m, to abs. marks minus 14,8 - minus 16,7 m. The stripped thickness was 3,7-7,0 m. In wells 9684 and 131, the base of the deposits was cut at a depth of 18,5 m, at abs. at elevations of minus 13,2 - minus 14,0 m, the thickness of the deposits was 2,7-2,9 m. The lacustrine-glacial deposits of the Moscow horizon are represented by light silty layered hard-plastic loams, according to IL and NE (IGE 12). The sediments have been penetrated to a depth of 20,0 m, to abs. marks minus 14,7 - minus 15,5 m. The exposed thickness of the deposits was 1,5 m. As follows from the survey materials, in accordance with Appendix B of SP 11-105-97, the construction site in terms of the complexity of engineering and geological conditions can be classified: - according to the number of identified engineering and geological elements - to III; - for a significant change in soil characteristics - ko II; - due to the absence of engineering-geological processes, specific soils and man-made impacts - to I. As a result, the complexity category for the factor influencing the design decision should be defined as II. The soils that make up the site are characterized by the following building properties: Bulk soils are heterogeneous in composition and density, contain inclusions of coarse clastic material, organic matter, and exhibit heaving properties. Silty sands (EGE 2) and silty sandy loams (EGE 4) when their natural composition is disturbed under the action of dynamic loads, they pass into a floating state; according to the results of vibrodynamic sounding, they are dynamically unstable soils. Peaty soils (EGE 3) are significantly and unevenly compressed under the action of external loads, and have heaving properties. Loams (EGE 5, 6) are thixotropic soils, the influence of mechanical influences and dynamic loads leads to a violation of the natural structure with a decrease in bearing capacity. According to the relative heaving deformation in accordance with GOST 25100-95, silty sands (EGE 2) and loams (EGE 5, 6) belong to strongly - and excessively heaving, sandy loam (EGE 4) to medium heaving soils. In hydrogeological terms, the area under consideration is characterized by the presence of groundwater with a free surface, and pressure water. Groundwater with a free surface is confined to bulk and peaty soils, sands and sandy-silty interlayers in marine and lacustrine and lacustrine-glacial clay soils. During the period of drilling operations, groundwater with a free surface was recorded at a depth of 1,8-2,3 m. on abs. marks 3,4-3,0 m. In well 131, drilled in March 1988, groundwater was recorded at a depth of 0,2 m, at abs.