Architectural and space-planning solutions

The project documentation provides for the reconstruction of a part of the building for a commercial facility that is not related to the residence of the population. The maximum dimensions in terms of the reconstructed five-story part of the building with a courtyard are 79,2 x 79,2 m, the height from the planned ground level to the top of the parapet is 28,9 m. On the ground floor between axes 1-8; A-B, the premises of the bank are preserved. Reconstruction of the building includes partial disassembly of the main building structures and installation of newly designed structures (see the section on structural solutions). The project documentation provides for an increase in floor area by reducing the size of the courtyard. A superstructure of the sixth (attic) floor and redevelopment of the premises on the floors of the reconstructed part of the building are envisaged. The height of the building after reconstruction is 29,6 m. In the reconstructed part of the building are designed: in the basement - a foyer with a reception, a XNUMX-hour security post, wardrobes, rooms for shooting and crossbow shooting ranges, a conference room with a presidium room, a meeting room, dressing rooms for staff and rooms for engineering support of the building; on the ground floor - office space, conference rooms with presidium rooms, a cafe for 120 seats and engineering facilities for the building; on floors from the second to the sixth - office space, meeting rooms, meeting rooms and ventilation chambers. Cleaning equipment rooms and bathrooms are designed on all floors of the building. The project documentation provides for the installation of nine passenger elevators with a carrying capacity of 1000 kg. The roof of the reconstructed part of the building is flat, with an internal drain, the roof is rolled, partially with a protective coating of concrete tiles. The operated roof over the basement (covering the courtyard) is made of asphalt concrete, the operated roof with an external drain over part of the conference room is covered with concrete tiles. Dismantling of existing stained-glass structures and their replacement with new ones are provided. The facades of the reconstructed part of the building and the exterior finish remain unchanged. The architectural solutions of the designed entrances on the western and eastern sides of the building are similar to those of the existing entrances. The project documentation provides for measures to ensure the living conditions of the disabled and people with limited mobility in accordance with the requirements of SNiP 35-01-2001 "Accessibility of buildings and structures for people with limited mobility".

Structural and space-planning solutions

In accordance with the technical survey, the building was built in 1986-1987 according to the frame structural scheme. Columns - prefabricated reinforced concrete, single-branch, cantilevered with a cross section of 650x450 and 450x450 mm. Brand of concrete of columns - M400. The bearing capacity of the columns is sufficient to withstand design loads. The technical condition of the columns of the 1st to the 4th floor is operational, the 5th floor is of limited capacity. The outer walls of the main facade - continuous glazing along the columns and brick pylons, the walls of the courtyard facades - hinged wall panels 320 mm thick. The walls of LKB (stair-communication blocks) with a thickness of 380÷510 mm are made of red clay bricks of grade M100 on mortar M25. The technical condition of the walls is limited workable. Overlapping and covering - monolithic reinforced concrete with a thickness of 350 mm. The brand of concrete for floor structures is M300. The bearing capacity of the slabs is sufficient to withstand design loads. The technical condition of the floor structures is operational. The foundations are piled, from driven reinforced concrete piles (section 400x400 mm) 16 m long. The piles were made according to series 1.011.6. Bearing capacity (calculated load) of piles 150÷165 t, confirmed by static tests. The grillage - monolithic reinforced concrete 1000 mm thick - is made of B30 concrete. The technical condition of the foundations is operational. The basement with the civil defense premises is made in the form of a monolithic reinforced concrete box. Basement bottom - 500 mm thick, walls - 600 mm thick. Prefabricated monolithic ceilings are made according to the U-01-01 series (for class A-II). The columns in the basement are prefabricated reinforced concrete. At the base of pile foundations there are soft-plastic loams with E=10 MPa, IL=0,54, c=28 kPa, φ=16. Estimated soil resistance of the base of the slab foundation of the premises of the ZS GO R = 4,27 kg / cm2. The project documentation provides for the dismantling of stair-communication blocks, the outer walls of the courtyard, the dismantling of floor slabs between the 1st and 2nd floors, the dismantling of the floor slab in the RTP construction zone. The project documentation provides for the installation of stiffening diaphragms and metal U-shaped frames with braces (the struts are dismantled after construction work is completed) to ensure spatial rigidity and stability of the retained structures. Vertical stiffening diaphragms - monolithic reinforced concrete walls with a thickness of 200 mm from concrete of class 22,5. Metal U-shaped frames consist of metal crossbars (paired channels N 24) and metal clips (from corners on slats). The project documentation provides for the reinforcement of the columns of the 5th floor with metal clips from corners interconnected by metal plates with a pitch of 500 mm. The design documentation provides for the construction of four towers (stiffening cores) and monolithic ceilings based on them along metal trusses. The construction of a one-story superstructure is envisaged. The project documentation provides for the arrangement of entrances to the building. The porches and new ceilings are monolithic reinforced concrete, made of B25 concrete. Floor slabs rest on beams made of rolled normal and wide-shelf I-beams, which rest on columns made of closed box-section profiles. New floors (sealing of openings) - monolithic reinforced concrete on a profiled sheet. The profiled sheet rests on beams of rolled normal and wide-shelf I-beams, which are attached to the reinforcement elements (clip of metal corners, united by metal plates) of the columns. Steel C245. Stair and lift towers are designed from monolithic reinforced concrete. The thickness of the walls of the towers is 300 and 600 mm. The columns are monolithic reinforced concrete with a section of 500x600 and 600x600 m. Ceilings made of monolithic reinforced concrete 160 mm thick are designed, based on monolithic walls and monolithic beams with a section of 500x800 mm. All reinforced concrete structures of the towers are designed from B25 concrete. Metal trusses with a span of 31 m from the side of the courtyard rest on the walls of the tower. Secondary beams are installed along the upper and lower chords, along which a monolithic reinforced concrete floor is designed. Truss belts and floor beams are designed from rolled normal and wide-shelf I-beams. Steel - C245 and C345. Ceiling concrete - B25. The foundations of the stair-lift towers are existing, piled, from driven piles 400x400 mm, 16 m long. The superstructure is designed from metal structures. Columns and beams of a covering - I-section. The walls of the superstructure are stained glass windows. The design documentation provides for the RTP device. Built-in RTP - with brick walls. Walls made of solid brick 380 mm thick grade KORPO 1NF / 150/2/50 GOST 530-2007 on mortar grade 100. RTP monolithic reinforced concrete floor 270 mm thick, made of class B25 concrete, class A500 reinforcement. The foundations for the RTP are piled, from bored injection piles with a diameter of 250 mm and a length of 18 m. The load-bearing structures were calculated on a computer using the SCAD program. The relative mark of 0,000 corresponds to the absolute mark of +13.25. In accordance with the report on engineering and geological surveys, semi-solid loams with E=13 MPa, IL=0,08, c=73 kPa, φ=13 serve as the basis for pile foundations. Load increase as a result of reconstruction is not more than 3÷5%. The maximum groundwater level is near the daylight surface. Groundwater is non-aggressive to concrete of normal permeability. Soils are moderately aggressive to concrete of normal permeability. The design documentation provides for a waterproofing device made of polymer mastics. In accordance with the technical conclusions, the risk zone includes: a residential building, house No. 2, located 11 meters from the building being reconstructed (2nd category of technical condition); a school located 15 meters from the reconstructed building (category 2 of the technical condition). The expected additional settlement of the surrounding buildings is less than the maximum allowable values. The project documentation provides for the organization of observations of the reconstructed building and buildings of the surrounding buildings.