Space planning solution.

The volumetric-spatial composition of a residential building is a multi-storey volume of sections, united in a falling semicircle around the courtyard. Sections from 24 storey to 3 storey high. The highest sections 1-24 and 1-20 are two multi-storey volumes of 24 and 20 floors, interconnected by an elevator hall and an intersection. At the ends of each of these sections there are protruding volumes of smoke-free staircases. Sections 2-17, 3-17, 6-17 are seventeen-story corner sections, together with rectangular sections 4-17 and 5-17, also seventeen-story, create a certain composition of the facade - a wall that separates the courtyard space from the external highway. The seventeen-story sections are adjoined by section 7-12 - a twelve-story one, which repeats the contours of the corner seventeen-story sections in plan and creates a continuity of the facade on the south side. In the section, an arched passage to the courtyard territory is organized. On the right side, section 7-12 adjoins the six-story section 8-6 and then the four-story section 9-4 adjacent to it. Sections 8-6 and 9-4 are the same type of corner sections that complete the development of the residential part of the building. Next to the 4-storey section 9-4 adjoins a three-storey public building, which is two small united volumes of different sizes, completing the half-ring of the building of different heights. All sections from the first to the ninth are residential, in them, starting from the 1st floor, 1-2-3-room apartments are designed. In the attached, 3-storey tenth section, public premises are designed. The shape of the building in the plan allows you to maximize the use of the building site and organize a single intra-yard space. The multi-storey sections are caused by the need to provide insolation and KEO in the designed house and neighboring existing houses. Entrances to the residential part of the building are carried out (except for the 24th-20th floor part) from the side of the courtyard. For the accessibility of the low-mobility group of the population, all entrances are designed at 0,15 m from the ground level directly to the elevators. Under the courtyard area there is an underground parking lot for 95 cars, the entrance and exit from which is carried out through a ramp to the courtyard passage with a distance of 15,5 meters from the residential part. Entry and exit are equipped with a barrier. From the parking lot, three vertical fire exits to the courtyard were additionally designed, covered with polycarbonate visors on top. The floor height of the residential part is 3,0 m. Each apartment, starting from the 2nd floor, has a balcony or loggia, which has a security zone of 1,2 m from the window to the edge of the balcony. Glazing is provided on all balconies and loggias. In all high-rise sections from the stairwells, exits through an open balcony to the technical floor and roof are provided. In all residential sections of the house, elevators are provided in the stair-lift nodes, and in high-rise (24-20-17) one of the elevators is fireproof. Sections 1÷9 - residential. Section 10 - public premises. The floor height in the residential part is 3,0 m, except for sections 1-24 and 1-20, where the floor height is 2,8 m. The height of public premises is 4,5m and 3,3m. For mark 0,000 accepted el.

Architectural solution of facades

The facades are multi-storey sections connected by a semicircle of the residential part and the attached 3-storey part of the public premises. The plasticity of the residential building combines horizontal multi-storey volumes and vertical glazed balconies and loggias. The facades are plastered in light colors. The basement and the 1st floor are lined with artificial stone. The roof of the building is flat, combined. The drain is internal. Exterior decoration of the walls of the building: Socle - artificial stone. Walls - light and colored plaster on the facade minplate. Windows - double-glazed windows. Loggias - single-chamber double-glazed windows.

Constructive decisions. a common part

The residential complex with attached premises and underground parking is designed from a number of independent buildings, namely: section 1-24 - 24-storey building; section 1A-20 - 20-storey building; section 2-17 - 17-storey building; section 3-17 - 17-storey building; section 4-17 - 17-storey building; section 5-17 - 17-storey building; section 6-17 - 17-storey building; section 7-12 - 12-storey building; section 8-6 - 6-storey building; section 9-4 - 4-storey building; section 10-3 - 3-storey public building; underground parking - one-storey building. All sections are separated from each other by sedimentary seams. The maximum length of the section is 41,3 m (section 4-17). Sections 1 - 10 and the underground car park belong to the 2nd level of responsibility and the 1st degree in terms of fire resistance. For the relative elevation of ±0.000 for all sections and the underground car park, the absolute elevation of +14.500 m was taken. Sections 1, 1a, 2 ... 9 are designed according to the cross-wall design scheme. Section 10-3 and the underground car park are designed according to a mixed design scheme. Bearing elements in sections 1, 1A, 2 ... 9 are transverse and longitudinal walls made of monolithic reinforced concrete with a thickness of 180 mm (in the basement - 200 mm) and monolithic reinforced concrete floors with a thickness of 180 mm (above the basement - 200 mm). Transverse and longitudinal stability of sections 1 ... 9 is provided by the joint work of load-bearing vertical elements - walls and monolithic floor disks. The load-bearing elements in section 10-3 and the underground car park are pillars and wall enclosing structures made of monolithic reinforced concrete. The transverse and longitudinal stability of section 10-3 and the underground car park is ensured by the joint operation of load-bearing vertical elements (columns and walls) and monolithic floor disks with a thickness of 300 mm (in section 10-3) and 400 mm in the underground car park. The calculation of building structures for vertical and horizontal (wind) loads, taking into account the pulsation in sections 1-24, 1A-20, 2-17, 3-17, 4-17, 5-17, 6-17, was performed on an IBM PC Pentium 4 PC using the SCAD computer system (see. volume "Calculation of the building"). Horizontal movements of the top of buildings (deflections) along the "X" axis: Section 1-24 - 136mm. Section 1A-20 - 25,9mm. Sections 2-17 ... 6-17 - 59mm. Horizontal movements of the top of buildings (deflections) along the "Y" axis: Section 1-24 - 40mm. Section 1A-20 - 8,5mm. Sections 2-17 ... 6-17 - 12mm. Oscillation acceleration along the X-axis: Section 1-24 - 0,035 m/s². Section 1A-20 - 0,059 m/s². Sections 2-17 ... 6-17 - 0,038 m/s².  Oscillation acceleration along the "Y" axis: Section 1-24 - 0,015 m/s²; Section 1A-20 - 0,035 m/s²; Sections 2-17 ... 6-17 - 0,016 m/s². Estimated tilt of buildings: Section 1-24 - 0,0016; Section 1A-20 - 0,00035; Sections 2-17 ...  Foundations. Based on the "Conclusion on engineering and geological surveys of the construction site" carried out by PK "Universal" in 2008. the design organization issued a task for pre-design testing of piles with a static load for each of the designed sections and the underground parking lot. Based on the results of pile tests and calculated values ​​of soil characteristics, the following design decisions were made. Sections 1-24 and 1A-20. Pile foundations were adopted from piles of a solid section 40x40 cm with longitudinal and transverse reinforcement of the shaft made of concrete B30, W8, F150 according to series 1.011.1-10v.8, 23 m long. with a bottom mark of -11.700, immersed in the soil by pressing into layer 15 (heavy loam, silty, semi-solid) with the following design soil characteristics: e=0,688 IL=0,01 E=140 kgf/cm² Bearing capacity of piles on the ground (Fd) adopted according to the test results of pre-design piles with a static load and is 180 tf. Estimated average settlement of piles of section 1-24 is 9cm. Estimated average settlement of piles of section 1A-20 is 5,2 cm. Sections 2-17 ... 6-17. Pile foundations were adopted from driven piles of a solid section 35x35 cm with longitudinal and transverse reinforcement of the shaft according to series 1.011.1-10v.8, 24 m long, with a mark of the bottom of the heel of the piles -12.850, immersed in the soil in layer 15 (heavy loam, dusty, semi-solid) with the following design characteristics of soils: e=0,688 IL=0,01 E=140 kgf/cm². In the zone of influence of the construction on the existing engineering networks of water supply and sewerage, in order to avoid the transmission of vibration, the piles are immersed in pre-drilled wells with a diameter of 250 mm. depth of 6 m. Bearing capacity of piles on the ground (Fd) is taken from the data of static testing of pre-design piles and is 180 tf. Estimated average pile settlement is 6,8 cm. Section 7-12. Pile foundations were adopted from driven piles of a solid section 35x35 cm according to series 1.011.1-10v.8, 23 m long and 40x40 cm in section, 21 m long, with a mark of the bottom of the heel of piles -11.850 and -11.600, respectively, immersed in the ground in a layer 15 (heavy loam, silty, semi-solid) with the following design characteristics of soils: e=0,688 IL=0,01 E=140 kgf/cm². Bearing capacity of piles on the ground (Fd) is taken according to the test of pre-design piles with a static load and is 130 tf. for piles 35x35 cm and 180 tf. for piles 40x40 cm. Estimated average settlement of piles 4,45 cm. Section 8-6. Pile foundations were adopted from driven piles of a solid section 35x35 cm, according to series 1.011.1-10v.8, 14 m long, with a mark of the bottom of the heel of piles -2.850, immersed in layer 7 (light silty loamy gray with gravel refractory) with the following design characteristics of soils : e=0,523 IL=0,33 E=90 kgf/cm² Bearing capacity of piles on the ground (Fd) is assumed to be 60 tf, the estimated average settlement of piles is 1,2 cm. Section 9-4. Pile foundations were adopted from driven piles of a solid section 35x35 cm, according to series 1.011.1-10v.8, 12 m long, with a mark of the bottom of the heel of piles -0.850, immersed in the soil in layer 7 (light loamy silty gray with gravel refractory) with the following calculated soil characteristics: e=0,523 IL=0,33 E=90 kgf/cm². The bearing capacity of piles in soil (Fd) is taken from the data of static testing of pre-design piles and is 50 tf. Estimated average draft 2,55 cm. Rostverki. Strip grillages of sections 2 ... 9 and slab grillages of sections 1, 1A are made on concrete preparation with a thickness of 100 mm. from concrete B7,5. All surfaces of the grillages in contact with the ground are coated with a waterproofing layer for 2 times. The pile heads, after being driven to the design marks, are broken into 45 cm, and the pile reinforcement is inserted into the body of monolithic grillages for rigid embedding of piles into grillages. The concrete class of monolithic strip grillage with dimensions 700x650(h) for sections 2 ... 9 is accepted as B25 (in terms of strength), W6 (in terms of water permeability) and F150 (in terms of frost resistance). Concrete class for monolithic slab grillages 850mm high. sections 1 and 1A accepted B30, W6, F150. Ground waters are fixed at absolute levels +6.100 .... +10.000. Maximum groundwater level +4.600 ... +8.500. Groundwater in accordance with SNiP 2.03.11-85 is non-aggressive with respect to concrete of normal permeability. Section 10-3. A monolithic foundation slab with a thickness of 600 mm was adopted. on layer-by-layer compacted preparation of sand 100 mm thick. (bottom mark +9.850) layer 3 on natural soil (light brown silty loams with high plasticity) with the following normative and calculated values ​​of physical and mechanical characteristics of soils: e=0,726; IL=0,4; Ip=0,09; φ=20°; Sv=0,16; E \u190d 8,26 kgf / cm². Coat the vertical surfaces of the slab with waterproofing. As a horizontal waterproofing on the lower surface of the slab, a rolled waterproofing material "Tefond" was adopted. The estimated settlement of a monolithic foundation slab is 30 cm. Concrete B6, W150, FXNUMX. Underground car park. A monolithic foundation slab with a thickness of 600 mm was adopted. on layer-by-layer compacted preparation of sand 100 mm thick. (bottom mark +8.950) on natural soil layer 4 (heavy silty brown ribbon fluid loams with the following standard and calculated values ​​of the physical and mechanical characteristics of soils: e=1,085; IL=1,18; Ir=0,13; φ=7 °; St = 0,53; E = 50 kgf / cm². Household pressure at around +8.950 (depth from the surface - 3,0 m) With a density of overlying soil layers p = 2,0 t / m³; σb = 7,722 tf /m², which significantly exceeds the stress on the base of the foundation slab from the design loads σh=4,20 tf/m².The design settlement of the monolithic foundation slab in this case is almost zero.Concrete B30, W12, F150. Cellars (sections 1 ... 10). Walls, columns, floors above the cellars are designed as monolithic reinforced concrete. The thickness of the external enclosing walls is 400 mm, the thickness of the internal transverse and longitudinal walls is 200 mm. The thickness of the floors above the basement of sections 1 ... 9 200 mm. , sections 10-3 300mm. Concrete B25, W6, F100. The thickness of the bearing floor above the underground car park is 400 mm. Concrete B30, W6, F150. In the horizontal seams of the interface of monolithic walls with monolithic grillages, an expanding cord "expan bentonite" is provided. For the surfaces of the walls in contact with the ground, pasting waterproofing (1 layer of isoplast) is provided. Basement walls: Concrete class B25, W6, F100 for sections 2 ... 10. Concrete class B40, W6, F100 for walls of sections 1 and 1A. Concrete class B30, W12, F150 for the walls of the underground car park. For all sections and the underground car park, the project provides for drainage near the foundation with the discharge of drainage water into the combined sewer. Walls. For sections 1-24, 1A-20, the internal walls of the frame are monolithic reinforced concrete 180 mm thick. The concrete of the walls, depending on the design forces, varies from grade B40 to grade B25. For sections 2 ... 9, the internal walls of the frame are monolithic reinforced concrete with a thickness of 180 mm. Wall concrete for all floors is B25. For section 10-3, the walls and columns are monolithic reinforced concrete. The section of columns for section 10-3 is 400 mm in diameter. Concrete B30, W4, F100, for underground parking 500mm. External walls for sections 1 ... 9 hinged complex design. They are based floor by floor on the floors. The composition of the walls - aerated concrete blocks 250 mm. bulk weight γ=400kg/m³; rigid mineral wool slabs with a thickness according to thermotechnical calculation; plaster layer 10 mm. The outer curtain walls of sections 1 ... 9 are attached to the transverse load-bearing reinforced concrete walls and the overlying ceiling with galvanized steel anchors (the details of wall fastening are given on the QOL sheet). External walls for section 10-3 are monolithic reinforced concrete 250 mm thick. insulated from the outside with a rigid mineral wool board with a thickness according to thermal engineering calculation, followed by plaster with a thickness of 10 mm. Concrete B25, W4, F150. The outer walls of the underground car park are monolithic reinforced concrete 400 mm thick. Concrete B30, W12, F150. The surfaces of the outer walls in contact with the ground are pasted over with 2 layers of isoplast with a plant on the coating slab. Overlappings. Interfloor floors and coverings of sections 1 ... 9 - monolithic continuous reinforced concrete slabs 180 mm thick. Concrete class B25, W4, F50. To prevent freezing in the areas of the outer walls at the exit points of the slab of balconies and loggias, heat-insulating inserts made of extruded polystyrene foam are provided in the ceilings. Monolithic floors of section 10-3 monolithic continuous slab 300 mm thick. Concrete class B30, W4, F50. Ladders. In sections 1 ... 9, the stairs are prefabricated reinforced concrete Z-shaped marching platforms manufactured by CJSC "Barrikada", based on metal beams. For fire safety purposes, metal beams are plastered over a metal mesh with a cement-sand mortar 30 mm thick. In section 10-3 and the underground car park, the stairs are prefabricated reinforced concrete "Metrobeton", monolithic reinforced concrete and partially monolithic along metal stringers. Elevator shafts. Elevator shafts in sections 1 ... 9 are prefabricated reinforced concrete serial production with a thickness of 110 mm. (modification of products according to the albums VI-53-82 and VI-50-81) with a height of elements of 3,0 m. At the level of the first floors, individual additional elements are provided according to the drawings of the design organization. In section 10-3, the elevator shafts are monolithic.