Architectural and space-planning solutions

The design documentation developed a 17-storey, 1-section apartment building with a basement and an attic (the 17th floor is a technical attic) using products of large-panel construction of JSC Gatchinsky DSK (turn block section). The basement of an apartment building is intended for laying engineering communication networks, arranging technical premises: ITP, cable, water metering unit and utility pumping. Residential apartments are designed from the 1st to the 16th floor. On the ground floor, there are also premises for servicing the residential part of the house (a cleaning equipment room, a homeowners association room, an electrical switchboard, a garbage collection chamber). Auxiliary premises serving the residential part of the house are designed in isolation from each other and from the residential part of the building with independent exits directly to the street. The entrances to the residential part of the building (to the smoke-free stairwell and to the elevator hall) are designed from the side of the yard. For people with limited mobility and people with disabilities in wheelchairs, the project documentation provides for the accessibility of apartments on the 1st floor (a lift device is designed) and an elevator hall for lifting to the 2nd floor and above (a ramp is designed). The width of the floor corridor is 1600mm in axes. In a one-section apartment building, a smoke-free evacuation stairwell of type H1, two passenger-and-freight elevators (Q=630 kg and Q=400 kg) and a garbage chute were designed. Plinth - acrylic facade paint, exterior walls - painting with moisture-resistant paints. The roof is made of built-up materials with an internal drain. The project documentation provides for the glazing of the balconies of an apartment building.

Structural and space-planning solutions

The building was designed from the products of the range of OAO Gatchinsky DSK. The structural scheme of the 17-storey panel building is cross-wall, with load-bearing transverse and inner longitudinal walls and hinged longitudinal outer walls. Non-bearing external walls - hinged single-layer reinforced concrete panels 120 mm thick (concrete B15, F150) with insulation, plastering and painting, in the area of ​​the stair-lift unit - three-layer reinforced concrete panels 250 mm thick (concrete B20, F100). Bearing external walls - single-layer reinforced concrete panels 160 mm thick (concrete B20, F100) with insulation, plastering and painting. Basement walls - three-layer reinforced concrete panels 250 mm thick (self-supporting) and 300 mm (bearing) (concrete B20, F100), with foam polystyrene insulation with a density of 25 kgf / m3, 100 mm thick. The fastening of the external non-bearing panels is designed by welding 75 x 6 mm steel tie-downs to the inner wall panels in two levels and welding 60 x 8 mm steel tie-downs to the floor slabs in two places. The fastening of the external load-bearing panels is designed by welding steel mounting braces from a corner 125 x 80 x 8 m. Internal walls - reinforced concrete panels 160 mm thick (in the plinth 180 mm thick) made of B25 concrete. The main step of the transverse walls is 3,2; 3,6 m. In the attic, the walls were replaced with frames. The vertical connection of the inner wall panels is keyed (2 pieces per joint), with welding of steel mounting ties with a section of 75 x 6 mm to the embedded parts of the panels and subsequent embedding of the joints with fine-grained concrete B15. Horizontal interface of load-bearing panels and floor slabs - platform joint with transfer of forces to the underlying floor through the floor slab. Forces from horizontal displacement are perceived by joints of cement mortar M200 with a thickness of 20 mm. To exclude the progressive destruction of the building, vertical outlets with a diameter of 12 mm are provided in the transverse internal walls, which pass through the fixing plates of the floor slabs. Ceilings - reinforced concrete slabs 160 mm thick (concrete B15 and 22,5, F150), with expanded polystyrene liners with a density of 25 kgf / m3. Floor panels are laid on a layer of freshly laid M200 mortar 10 mm thick. The support depth of the plates is 70 mm. The connection between the floor slabs is provided by metal ties made of steel plates 75 x 6 (60 x 6) mm, welded to the embedded parts. The rigidity of the horizontal disks of the floors is ensured by carefully embedding the seams between the precast concrete slabs with a grade 200 mortar. Balcony slabs - reinforced concrete ribbed beam type 250 mm thick (concrete 22,5, F150, W2). Elevator shafts, ventilation blocks, lintels, loggia slabs, flights of stairs - prefabricated reinforced concrete. Sanitary cabins are three-dimensional blocks of element-by-element assembly of reinforced concrete elements (concrete B25). The spatial rigidity and stability of the building is ensured by the joint work of the transverse and longitudinal internal walls with rigid horizontal floor disks. The rigidity and stability of the building is ensured by the joint work of the transverse and longitudinal walls in combination with hard floor disks. Static calculation of a 17-storey building was performed on the computer complex "SCAD" v.11.3 by the finite element method in a spatial model, taking into account the pulsating component of the wind load. All welded joints are calculated with a safety factor of 1,5. The calculation confirmed the stability of the building against progressive destruction in the case of local destruction. The building is of a normal level of responsibility with an accepted service life of 50 years. All prefabricated elements produced by CJSC GDSK are designed in accordance with the loads of an individual residential building. The mark of the top of the floor slab of the first floor, corresponding to the absolute mark of + 0,000 m, was taken as the mark of 12,750. The foundations are piled, designed taking into account engineering and geological surveys. Piles - prefabricated reinforced concrete composite with a section of 35 x 35 cm, length 22 m, made of concrete B25, W6, F150, immersed by driving. According to the results of testing piles (3 pcs.), The bearing capacity of the piles was 120-136 tf, and the design load on the pile was taken to be 90 tf. Seal piles in the grillage - hard. The absolute elevation of the pile tip is minus 11,900 m. The base of the tip of the piles is silty loam with gravel and pebbles, refractory (IGE5) with JL=0,36, E=150 kgf/cm2, jn=25°. Grillages - monolithic reinforced concrete tape 500 mm high made of concrete B25, W6, F100. The absolute mark of the bottom of the grillage is 9,700 m. Preparation for grillages - from a layer of monolithic concrete B7.5 with a thickness of 100 mm. The maximum level of groundwater is at the surface of the earth (during drilling, it was opened at an absolute mark of 8,50 - 8,80 m). Groundwater is slightly aggressive in terms of the content of aggressive carbon dioxide in relation to concrete of normal permeability. The building was designed on a site with a ground level difference of 8,6 to 9,6 m. The project documentation provides for an increase in planning elevations to the foundation cutoff mark + 11,400 m with the installation of the bottom of the grillages above the existing ground level. Protection of the building from atmospheric precipitation and dampness: gluing waterproofing of external walls and horizontal anti-capillary waterproofing along the top of the grillage and the top of the basement panels from a 1: 2 cement mortar with a thickness of 20-30 cm with a water-resistant additive of liquid glass. The expected design settlement of the building is 1,26 cm, the roll of the grillage is 0,002, the displacement of the top of the building is 3,6 cm, the acceleration of vibrations of the upper floors of the residential building is 0,0398 m/s2. The design documentation provides for monitoring of construction and surrounding development.