Architectural and space-planning solutions

The reconstructed building was built in 1722-1725 according to the "exemplary project of a house for eminent people." The building was rebuilt in the 1820s. In 1961, a major overhaul was carried out with a change in part of the floor structures, the installation of a new staircase to replace the demolished one, with the addition of a third floor from the courtyard side. In the premises of the second floor, on both sides of axis 2, between axes A-B, tiled stoves, artificial marble columns, stucco molding, and marble window sills have been preserved. For these premises, which are under protection, separate design documentation for their restoration will be executed. On the second floor, on the main facade, a granite balcony with a wrought-iron lattice with the monogram of the owner has been preserved. The dimensions of the building in the plan are 21,42 m (street facade) x 15,22 m. .10,40 m External and internal walls are made of solid brick. Finishing of facades - wet plaster and painting with silicate paint. The plinth is limestone. Window fillings - wooden painted profiles with double-glazed windows and stained-glass windows in the basement. The attic floor has Velux windows. Coating - gable on steel structures, combined. Roof - steel with a polymer coating, drains - external, organized. The project documentation provides for: the installation of two new staircases of the L1 type, an elevator with a carrying capacity of 630 kg, partial replacement of ceilings, the elimination of two courtyard pits, the dismantling of brickwork in part of the basement window openings on the courtyard facade and the installation of a doorway instead of a window. The main entrance to the building is through the basement. Both staircases have exits to the outside towards the courtyard. The basement floor has the following premises: a lobby with a lift for the disabled, a cloakroom, a reception desk, a cash desk, an utility room, a pharmacy kiosk, a water meter, an ITP, an electrical panel room, bathrooms, a tambour-gateway in front of the stairwell and the elevator shaft. On the first, second and third floors, the premises of the Center for in vitro fertilization are designed. The attic floor has reserve rooms (with Velux windows) and a ventilation chamber.

Structural and space-planning solutions

In accordance with the technical conclusion on the survey of existing structures, the existing two-story brick building with a basement was built according to the wall structural scheme. In 1963, the building was overhauled according to the project of the Lenzhilproekt Institute, a third floor was built on the courtyard side. At the time of the additional survey, the building was not in operation. The outer walls are made of solid brick with lime mortar. The thickness of the walls in the basement floor is 750-900 mm, on the first floor - 420-700 mm, on the second floor - 430-600 mm. Internal load-bearing walls - 560 mm thick from solid bricks. The walls are in good condition. Ceilings above the basement floor are made of several types: on cylindrical brick vaults with formwork, on wooden beams and from prefabricated reinforced concrete slabs on metal beams (during repairs in 1963). The technical condition of the ceiling on brick vaults and on rolled steel beams was recognized as operational. The technical condition of the overlap on wooden beams was recognized as unacceptable. Part of the ceiling above the first floor is made on wooden beams. The other part of the ceiling is made of precast concrete slabs on metal beams. Ceilings over the second and third floors are made of prefabricated reinforced concrete slabs on metal beams. The condition of the ceilings on metal beams was recognized as operational. The condition of the overlap on wooden beams is recognized as unacceptable. The coating was made during a major overhaul in 1963. The load-bearing structures of the roof are wooden rafters. The staircase was built during the renovation in 1963 from prefabricated reinforced concrete steps on metal stringers. The staircase is in working order. As a result of drilling, it was revealed that the building was built on strip rubble foundations. The absolute elevation of the base of the foundations is +1.07. The depth of the base of the foundations relative to the daylight surface is 2,3 m. The condition of the foundation is recognized as operational. In accordance with the conclusion on the engineering-geological and hydrogeological conditions of the site, made on the basis of archival data, the base of the rubble foundation is the EGE-2 layer - silty sand with rare plant remains, of medium density, saturated with water, which has the following characteristics: ρn=2.01 t /m3; cn=0,04 kg/cm2; φ \u30d 180o; E=2 kg/cm2,29. During the inspection of the foundations, dynamic sounding of the soil under the base of the foundation was performed, which confirmed the data. The design soil resistance under the base of the foundation is 2 kg/cmXNUMX. The groundwater level in the pits was found at a depth of 0,6 m from the level of the basement floor, at an absolute elevation of +1,78 m. The maximum position of groundwater should be expected during periods of snowmelt and heavy precipitation at a depth of 1,0 m from the ground surface , at an absolute mark of 2.00. Groundwater is non-aggressive towards concrete of normal permeability. As a result of the performed verification calculations of the load-bearing structures of the building, the following conclusions were made: the bearing capacity of foundations and load-bearing brick walls is sufficient to withstand design loads. The building is recognized as the third category of technical condition. The relative mark of 0,000 corresponds to the absolute mark of +3,250. The project documentation provides for the dismantling of the structures of the existing staircase, the existing floor in the basement floor, part of the ceiling on all floors for the installation of a new staircase, existing attic walls and truss system. It is planned to strengthen the wooden beams of the floors above the basement and first floor. The design documentation provides for the installation of a power plate for the floor of the basement floor, ceilings in the area of ​​the dismantled stairs, stairs, walls of the attic floor, truss system. The floor slab of the basement floor is designed with a thickness of 150 mm from concrete of class B20, W6 with monolithic ribs for the subsequent installation of load-bearing brick walls, which is arranged on crushed stone preparation spilled with bitumen. The ceilings are designed as monolithic reinforced concrete 150 mm thick, in a fixed formwork made of steel corrugated board on metal beams. The beams are made of I-beams according to STO ASCHM 20-93 from steel C245, corrugated board H114-750-0.8 according to GOST 24045-94, class B20 concrete. Rafter system - metal beams from I-beams according to STO ASChM 20-93 from steel C245. The covering is provided from roofing steel with a polymeric covering. The staircase is designed from prefabricated reinforced concrete steps on metal stringers. Landings - monolithic reinforced concrete of B20 class concrete on metal beams. The elevator shaft is designed as a monolithic reinforced concrete of class B20 concrete. The calculation of load-bearing structures was carried out using the design and computer complex SCAD version 11.3. The maximum horizontal movement of the top of the building is 9,7 mm, which does not exceed the maximum allowable values. Calculation of the additional settlement of the reconstructed building was carried out using the "Request" software SCAD 11.3, using the data of the report on engineering and geological surveys. The maximum additional draft was 0,483 mm, which does not exceed the maximum allowable values. Surveys of adjoining buildings completed. Five existing buildings are at risk.Based on the calculations, it was concluded that during the construction work on the reconstruction of the building and its subsequent operation, additional precipitation of existing buildings is not expected.