Medical complex project

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Medical complex project

Base price with VAT
Discount price
Price $2,450.00
Price $2,450.00
Index: 62.179.242
Data Sheet: Project documentation including estimates and results of engineering surveys
Sections: all sections
Data volume: 762 MB
File Format: * .pdf
Expert opinion: a positive
Treatment and rehabilitation complex (building 2) Federal State Institution “Federal Center of Heart, Blood and Endocrinology named after V.A. Almazov of the Federal Agency for High-Tech Medical Care. Design documentation, including estimates, for the construction of a medical and rehabilitation complex (building 2) of the Federal State Institution “Federal Center for Heart, Blood and Endocrinology named after V.A. Almazov of the Federal Agency for High-Tech Medical Care"
Technical, economic and cost indicators
Plot area (within the boundaries of the land allotment), m2: 36757
Plot area (within the design boundaries), m2: 7550
Building area, m2: 3258
Total building area, m2: 35550
Construction volume, m3: 157720
Estimated cost at the 2001 base price level (without VAT)
Total: thousand rubles: 1274784,55
Construction and installation works, thousand rubles: 269484,15
Equipment, thousand rubles: 917960,17
Other expenses, thousand rubles: 87340,23
PIR, thousand rubles: 64345,69
refundable amounts, thousand rubles: 690,37
Estimated cost in the current price level of the IV quarter of 2009 (including VAT)
Total: thousand rubles: 4808534,21
Construction and installation works, thousand rubles: 1744516,26
Equipment, thousand rubles: 2641049,52
Other expenses, thousand rubles: 422968,43
PIR, thousand rubles: 225536,59
VAT, thousand rubles: 457590,86
refundable amounts, thousand rubles: 4469,15

Architectural and space-planning solutions

The designed building of the medical and rehabilitation complex (building No. 2) consists of three parts of different heights and shapes, united by a single basement. Separate parts (blocks), starting from the street, are numbered Block 1, Block 2, Block 3, respectively. It is envisaged to place a heliport on the roof of the building for emergency delivery of transplants and the possibility of providing emergency rescue activities in case of fire. At the same time, the helipad is being developed as a separate project and the design documentation for it was not considered by this project. The basement of building No. 2 is intended for horizontal technological connection of three blocks. Through the basement, it is planned to load the building and remove debris along isolated corridors. The basement also provides for the placement of locker rooms for medical personnel and technical rooms. Block 1 is the highest part of the building - 20th floor, which is designed for: lobby with reception boxes - 1st floor; ward departments for 300 beds - 2-10 floors; intensive care unit - 11-12th floor; operating block - 14-16th floor; department of functional diagnostics - 18th floor; administration - 19th floor; educational and scientific premises - 20th floor; technical floors - 13th and 17th floor Above the roof of the building, it is possible to place a helipad with an upper mark of +83,00 meters. Block 2 is designed with an isolated entrance, 3-storey, with a multifunctional hall (on the 3rd floor) with a transformable amphitheater and a balcony. On the 1st floor, there is an entrance lobby, a cafe for staff for 100 seats, an electrical panel room; on the second floor - a foyer with a buffet for 50 seats and utility rooms; on the 3rd floor - a multifunctional hall for 600 seats (with a telescopic tribune - an amphitheater) for meetings and conferences, technical and utility rooms. At the upper level of the amphitheater of the multifunctional hall (at elevation +12) technical and utility rooms and exits from the hall are provided. At the level of the balcony (at elevation +900) technical and utility rooms are designed. At elevation +15.900. 18 provides a balcony with seats for spectators. On the 900st floor, a one-story part of block 1 was also designed, connecting the entrance vestibule of block 2 with the vestibule of block 2. Block 3 is a three-story cubic volume with an isolated entrance. On the first floor of the block, a cord blood bank and cryostorage are designed, on the second floor - magnetic resonance and computed tomography, on the third floor - X-ray. In the exterior decoration of the facades of the building of the medical and rehabilitation complex (building No. 2), the project provides for: Block 1 facades are designed using a combination of polished granite and glazing (first two floors); porcelain tiles and glass screens on the balconies from the 3rd to the 12th floor; decorative lamellas in the areas of technical floors (13th and 17th floors); elemental glazed facade from the 14th to the 20th floor; light porcelain stoneware in the area of ​​access to the roof. Block 2 facades are designed using a combination of polished granite in the plinth area; glazing and decorative lamellas in the area 1 floor limestone (multifunctional hall box); Block 3 facades are designed using a combination of polished black granite and glazing. Block 1 provides for a flat inverted operated roof, block 2 - a flat roof - a membrane with dressing and an inverse green roof on the one-story part, block 3 - a flat roof - a membrane with dressing. For the organization of vertical connections, the use of elevators and lifts designed in each of the blocks is provided. Block 1 has five passenger elevators (L1-4 and L-14) with a carrying capacity of 630 to 1025 kg, two of them (L1-2) are used to transport fire departments; five hospital elevators (L5-7 and L12-13) with a carrying capacity from 1600 to 2500 kg, two of which (L12-13) run only in the intensive care unit and the operating block; four technological elevators (L8-11) with a carrying capacity of 630 kg. Block 2 has two passenger elevators (L16-17) with a carrying capacity of 1600 kg and two technological lifts (P1 and 2) with a carrying capacity of 100 kg. Three scissor lifts are used to transfer from ground level to the basement mark. Block 3 has one hospital lift L15 with a carrying capacity of 1275 kg. For blocks No. 2, evacuation staircases LK 6, 7, 8, 9 of type L 1 and open stairs LK 10 and LK11 are provided. For block No. 3, evacuation staircases LK 12, 13, 15 of type L 1 are provided. The layout of the building and the landscaping of the site are designed taking into account the provision of access for people with limited mobility, namely: when arranging exits from the sidewalk near the building, a slope of 10% is provided at a lift height of 100 mm. The coating of the ramps is made of materials that do not allow slipping when wet. Each block of the building has entrances adapted for people with limited mobility (ramps). The surfaces of the pedestrian paths and the floors of the premises in the building are designed to be non-slip. The slopes of the marches of the outer ramps are 8%. The width of the stairwells for the evacuation of the MGN is 1350 mm. All public places accessible to the disabled are equipped with appropriate signs and symbols. Transparent railings and doors are designed from impact-resistant glass with a shock-resistant strip. In confined spaces (elevator cabin, toilet, etc.), two-way communication with the person on duty and emergency lighting are provided. The fire alarm system provides audible and visual alarms. Along both sides of stairs and ramps with a difference of more than 0,45 m, fences with handrails for MGN were designed. The width of the doorways to the premises intended for the use of MGN is not less than 0,9 m. Entrance lobbies and floors of the block of ward departments are equipped with bathrooms for people with limited mobility. All passenger elevators according to the project are adapted for the movement of people with limited mobility.

Structural and space-planning solutions

Building No. 2 is designed in monolithic reinforced concrete structures in various design schemes and consists of three blocks separated by seams. The main load-bearing structures of the hull are designed taking into account the fire resistance requirements in accordance with STO 36554501-006-2006 and in accordance with the calculations for progressive destruction in accordance with SP 52-103-2007. The level of responsibility of the building is I. Block No. 1: Structural scheme - column-wall. An oval-shaped block with a central part of the stiffening core made of the walls of the stair-elevator unit and a radial arrangement of columns. The spatial rigidity of the building is ensured by the joint work of vertical load-bearing structures with floor hard disks. Columns - section 800 x 800 mm; 600 x 800 mm; with a diameter of 600 mm, depending on the floor location and the load transferred to them. Wall thickness 200 mm. Mixed type ceilings: beam and beamless. Floor beams are provided in the locations of communication openings, in places of concentrated loads on floors and along the outer contour of the building. Plate thickness: 250 mm - above the basement, 13; 17 floors, covered; 200 mm - other floors. Beams along the outer contour of the block - section 800 x 800 mm (above the first floor); 600 x 500 (h) - other floors. The covering of the block provides for the possibility of placing a helipad, the load from which is transferred to the walls of the stair-lift assembly. The material of above-ground structures is B30 class concrete; B60; F100, class A500C fittings. The load-bearing structures of the block were calculated using two certified software systems SCAD and MicroFe. A comparative analysis of the calculations showed sufficient convergence of the results obtained. Wind loads are determined taking into account the aerodynamic coefficients adopted on the basis of experimental studies of the aerodynamic characteristics of a building model in a wind tunnel. The horizontal displacement of the top of the block is 8,5 cm, the acceleration of the vibrations of the building structures arising from the pulsation of the high-speed wind pressure is 0,076 m2/sec, which does not exceed the maximum allowable values. The stability factor of the system is greater than two. Block No. 2: The block consists of three volumes with two expansion joints: the central round part and two one-story transitions to neighboring blocks No. 1 and No. 3. The supporting structures of the transitions are columns with a diameter of 600 mm and a section of 600 x 300 mm. Ceilings: above the basement - beamless slab 300 mm thick; above the first floor - a slab 250 mm thick along cross beams with a section of 600 x 700 (h) mm; 600 x 1200 (h) mm. The constructive scheme of the round part of the building is column-wall with a radial arrangement of columns and internal walls - stiffening diaphragms. Columns with a section of 600 x 300 mm; walls 200 mm thick. Ceilings: above the basement - beamless slab 300 mm thick; the remaining levels are slabs 200 mm thick along radial and circular beams with a section of 600 x 800 (h) mm. Covering of the central part - profiled flooring on steel trusses. The main diametrical truss with a span of 27,240 m pivotally rests on the circular wall of the block. Radial semi-trusses with a span of 30 m are fixed symmetrically and sequentially to the central post of the truss at an angle of 13,620° on high-strength bolts, creating a spatial structure. The coverage calculation was performed using the SCAD software package version 11.1, taking into account the joint spatial work of all truss elements, ties and bracing. Block No. 3: Structural scheme - three-span beamless frame (6,45 + 6,0 + 6,45) with stiffening diaphragms - walls 200 mm thick. Columns - section 500 x 500 mm. Floor slabs 250 mm thick. The material of the above-ground structures of blocks No. 2 and No. 3 is concrete of class B25; F100, class A500C fittings. External walls of all blocks: non-bearing - reinforced brickwork 120 mm thick with steel fachwerk and supported by ceilings, load-bearing - from monolithic reinforced concrete. Insulation - mineral wool boards 200 mm thick. External wall cladding - hinged facade systems. The strength characteristics of the elements of facade systems, their connections and fastening to the supporting structures of the building are designed for wind loads with increased values ​​of aerodynamic coefficients. The foundations of all blocks are monolithic reinforced concrete slab-and-beam grillages on a pile foundation. Thickness of grillage plates: blocks No. 1; No. 2 - 300 mm; block No. 3 - 250 mm. Beam height: block No. 1 - 1200 mm; blocks number 2; No. 3 - 850 mm. The outer walls of the basement are 300 mm thick. The material of grillages and walls is B25 class concrete; W12; F150. Piles - bored with a diameter of 450 mm, are made under the protection of a casing pipe with a lost tip using the Fundex technology. The length of the piles from the bottom of the grillage: block No. 1 - 17,7 m (absolute mark minus 6,50); block No. 2 - 14,5 m (minus 3,00); block No. 3 - 7,5 m (plus 4,00). At the base of the piles, sandy loams are silty hard and semi-solid, sands are silty. Location of piles: cluster - under the columns and tape - under the walls of the building. Piling into grillages is tough. Bearing capacity of piles (Fd) according to the results of testing piles with a static load: block No. 1 - 202 tf (calculated load on the pile - 170 tf); block No. 2 – 136 tf (90 tf); block No. 3 – 97 tf (65 tf). Control tests of piles with static load are provided. Pile material - class B30 concrete; W8; F150, class A500C fittings. In order to protect the excavation from groundwater and ensure the stability of the existing clinic and polyclinic building, the project provides for the fencing of the excavation in the form of an unanchored retaining wall made of Larsen IV steel sheet pile, 9,6 m long. The sheet piles are driven by the vibration method. In the zone of influence of the construction of building No. 2, the building of the Clinico-polyclinic complex is located. A survey of the part of the building adjacent to the new construction has been completed. The existing structure is an eight-storey frame building with brick walls and pile foundations. Category of the technical condition of structures - I. An assessment of the geotechnical situation at the construction site and the impact of construction on the surrounding buildings has been completed. Calculations made using the ANSYS program, which implements the finite element method, show that there is no impact on the surrounding buildings. 


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