The stadium was designed for 33 400 spectator seats to satisfy the demands of UEFA and FIFA on the quality of football matches during international tournaments and championships of the highest rank including the final game of EURO 2012 tournament.

The project envisaged elaboration of working documentation for the roof steel structures located above the grandstands. The roof system structures consist of spatial trusses made of circular steel tubes placed along the perimeter of the stadium bowl at different levels. The trusses were supposed to be joined with rows of girders in tangential direction. Trusses contain tie elements at the external side of the stadium bowl lean on the concrete slab. Average total height of the trusses with strings is about 28 meters.

The lateral dimensions of the roof 221,2х190,7 meters, internal size of the roof opening is 103x63 meters.

Material of the structures: steel S255 and S345.

Eventually project was changed because implementation of other concept (it was decision to use spatial structure MERO).

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Framework of the Biofuel pellets factory facility consists of steel frames joined with bracing tubes in a spatial system. During maintenance appeared troubles and knock-off because of disturbances with building framework (steel stands were bent and shifted because of extreme wind loadings). After inspection of the main building were detected next infringements: in zones where columns leaned on the concrete slab, flooring was covered with cracks, which indicated appearance of great moments of wind loadings and lack of vertical bracings; anchor bolts were produced without elastic washers or lock nuts; monorail in the 3-storey part was not fixed in horizontal direction. After recalculation of the spatial model with SCAD Office 11.5 and including all highlighted changes in existing configuration was performed detailed report where were indicated nonconformity to Building Standards and recommendations.

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The Independence Monument in Kyiv built on the Independence Square in 2001. The supporting framework of the Monument consists of a reinforced concrete basement, which is overtop above the ground level 15 meters and pierced one underground floor of “Globus” market. Steel columns merged with steel beams of circular ladder and crowned with a copper statue on the top of the building. The planar size of the column is 2,26 meters in diameter. The surface of the structure covered with marble plates. To protect the memorial from vibrations caused with turbulence of wind under the statue at the top of the column placed a pendulum (oscillation absorber).

Every 10 years of exploitation must be carried out inspections of the steel structures. Current inspection realized in summer 2011.

There was a necessity to recalculate the project because of changes in the Ukrainian Building Standards in part of wind and snow loading.

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The structures of the Danylo Halytskyi International Airport new terminal building (with total area of 34,000m²) with a capacity of handling 1,000 passengers per hour were designed by CFI “Tebodin Ukraine”. Our task was to check solutions and provide verifying calculations of the main terminal overpass tunnels and shed above the main entrance.

The main building of the Airport divided into four zones. Each part zones structurally divided with deformation joints. The structural framing of the building consists of reinforcement concrete columns, beams, cast-in situ slabs and roof structures made of flat steel frames, joined with cross bracings and tie elements into invariable system, which rests on concrete basement.

Total lateral dimensions including all adjacent premises is 362x105 meters. Height of the main terminal – 21,6 meters.

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Reconstruction of the Summer theatre in Zhytomyr contained design of a new shed over 2000 spectator seats and a decorative spatial steel entrance arch.

A framework of the building designed as space trusses joined in a solid structure based on four columns (pair near the stage ~ 12,5 m height and pair at the main entrance about 3,0 m). The four columns made as four steel stands and spatial lattice welded of round tubes.

The shed has a circular-shaped configuration with lateral dimensions of the shed 54x36 m, generating lines placed with radius 69,5 meters and 10% slope from the stage to the main entrance. The shape of the cylinder shell formed with upper chords of the roof trusses with a distance 4 meters at different levels.

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Framework of the Biofuel pellets factory facility consists of steel frames joined with bracing tubes in a spatial system. During maintenance appeared troubles and knock-off because of disturbances with building framework (steel stands were bent and shifted because of extreme wind loadings). After inspection of the main building were detected next infringements: in zones where columns leaned on the concrete slab, flooring was covered with cracks, which indicated appearance of great moments of wind loadings and lack of vertical bracings; anchor bolts were produced without elastic washers or lock nuts; monorail in the 3-storey part was not fixed in horizontal direction. After recalculation of the spatial model with SCAD Office 11.5 and including all highlighted changes in existing configuration was performed detailed report where were indicated nonconformity to Building Standards and recommendations.

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In project were designed two steel gates for the Independent Spent Fuel Storage Installation in Chernobyl, Ukraine. The structures of the gates consisted of metal panels and gate frames with dimensions with dimensions 4,5x5,0 (h) m in room 107 and 9,0x5,0 (h) m in room 119 of the building. The gate panels placed from the outer side of the wall fencing.

According to the task, the opening of the apertures performed by lifting the gate panels upwards. The framings of the gate panels formed with a system of main (horizontal beams) and secondary (vertical stands) structures. Belts of the beams connected with cross bracing from the inner side of the. The gates sheathed at both sides with iron plates. From the inside, the gate panels isolated with three-layer heat insulation panels.

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The reconstruction provided retrofit of a nonresidential premise into a facility of public catering. The lateral dimensions of the roof are ~14,6 х 31,24 meters. The main bearing structures of the roof consist of arch trusses resting on steel and concrete columns. The trusses placed with 6 m spacing. The structures joined with girders and bracing into immutable system. Steel and concrete columns merged with auxiliary beams. Truss chords and radial girders of the studwork made of welded rectangular tubes, other structures - roll-formed square tubes.

The working documentation included the roof space structure of six arches. Roof designed as a tent, which is supposed to be used only during warm part of the year or even in winter but carrying out cleaning all feasible precipitation.

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The North firewater collection pond is realized as a cascade of four concrete basins (first and last with dimensions 32,05x1,7 meters and two middle – 40,2x2,4 meters), designed on different levels and divided with deformation joints. The pond designed only to catch water during firefighting. Pound does not expected as a water keeping so while regular operation the pond stays dry. The volume of a basin is 445 m3. At the bottom executed cement-sand layer with slope 1,5%.

Each basin consist of prefabricated trays, joined with cast-in-situ areas at the bottom. All water flows to the last pound and brings out through drainage channel situated under the structure.

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The wall is located between the accessory systems of the reactor section and the Northeast end block. The structure protects bearing elements of the Arch from external influences. The thickness of the external wall is 800 mm. To connect the membranes of hermetic sealing to the walls used special closure anchors.

Was performed the design of construction documentation of the wall resting on a finished foundation slab with connection bars. The reinforcement of the walls is executed with flat meshes laid on vertical spatial cages to reduce working hours in a radioactive contamination zone. In the middle of the wall situated opening for emergency exit from the space under the Arch.

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Structures of the Northeast end block executed as a cast-in-situ walls and roof, based on the foundation slab, which was designed in other drawings set. Reinforcement of the walls produced with spatial cages connected with L-shaped bars in the corners. The roof of the block designed as one complex spatial reinforcement cage of slab joined with a beam cage. That solution based on purpose to reduce working hours in a radioactive contamination zone. End block joins structures of external and internal walls of the North Pot Bearing Gallery of the Arch and used to provide access to supports of the Arch from the East part of the shelter. Inside the structure designed stairs for access to the second floor of the attached technical building.

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The wall is located between the accessory systems of the reactor section and the Northeast end block. The structure protects bearing elements of the Arch from internal emergency influences. The thickness of the external wall is 400 mm. At the top of the wall was fixed continuous membrane, which prevent passing of dust and smoke into the Pot Bearing Gallery of the Arch. Reinforcement designed with flat meshes.

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The electrical well E1A for electrical networks serve to connect electrical trays of technological buildings. Structure assumes capability of access for workers during maintenance to provide inspections. In the bottom of the cable chamber designed a drainage pit for dewatering in case of inundation. Structure consists of cast-in-situ bowl with the pit and a cap with a manway that covers the chamber.

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Fire Subdivisions Access Lock (FSAL) is a one-story independent building, which situated at the Southwest part of the shelter and bearing forces from structures of the West end of the Arch. Except access of the firefighter subdivisions building uses as a connection unit of network and communications of the technical buildings under the Arch form the Southwest direction. Planar dimensions of the building 25,72x15,3 meters and 5,1 meters height. FSAL designed of cast-in-situ concrete foundation, walls and a composite roof structure, which consist of cast-in-situ slab based on the permanent precast concrete slabs. Reinforcement designed of spatial bounded frameworks. To merge reinforcement of walls and compound roof were used bent rods with couplings. The North part of the roof contains a niche with an anchor plate to join construction of the Arch end-wall. Facility receive only horizontal loadings, which transmitted with the Arch structures. To prevent displacement of the building foundation of FSAL placed on a counterweight slab that was designed in other drawing set.

The building mounted in two stages to provide emergency access for building vehicles and fire-fighting trucks during the construction period.

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Logistic complex consisted of 6 parts with overall dimensions of 282x310 m and total area 71 277 sq. meters. Foundations – individual pile cap for precast columns and strip pile foundations under stairway enclosure and travellator. As roof structures used system of flat steel trusses with spans of 21 and 17,25 meters, joined with bracing and covered with shaped steel roof sheets. All warehouse sections divided with expansion joints to prevent temperature deformations. Project also contained design of checkpoint, water purification facilities and building of railway. The Customer froze project.

Customer of the logistics center has changed objective and reduced quantity of the units from 6 to 2 and refused erection of the railway. Engineering of the building was sequentially divided in two phases. Complex divided on three process areas: storage, internal administrative and technological zones. On the territory designed an evaporation pond. Framework consists of prefabricated columns and monolithic walls, composite floor construction made of cast-in-situ concrete and profiled steel decking based on steel beams, roof – system steel trusses. Foundations – independent pile caps under the columns and pile stripes under the walls and stairway enclosure.

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The basin consists of two parts with lateral dimensions 71,85х15х7,5(h) and 94,4х15х7,5(h) meters. They divided with deformation joint.Under the structure situated old circulation pipelines, which were used to discharge water for conditioning systems during service of the Nuclear Station. Inspection and concrete casting of the pipes was impossible because of high radioactive contamination. Calculations considered appearance of the gaps in the soil under the basin because of possible destruction of the pipes. At the bottom of the structures in zones under feasible collapses designed beams. The basin consists of concrete walls: the main – with buttresses (height of the walls is 7,5 meters) and precast concrete L-shaped protective elements from the side of the Arch (with height 1,5 meters). Above the Eastern basin in the central part situated emergency exit tunnel to evacuate personnel from the Bearing Gallery. Structure of the tunnel designed as a solid hallway with dimensions 13x1,5x2x2(h) meters. Reinforcement executed with U-shaped cages of collecting tray joined with flat meshes to beam cages and reinforcement of the walls. Reinforcing of the wall designed as T-shape vertical cages of the buttresses joined with flat meshes of the protective wall.

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Project contained design of 3 basins (covered facility 28,45х12х8(h) meters, and two opened 36,2х17,7х6,1(h) and 13,5х8,6х4,4(h) meters). All structures designed of cast-in-situ reinforced concrete. Foundations of the basins used as counterweight slabs that counteract rising of the facilities in empty state. Engineering solutions took into consideration influence of close disposition to the Volga River and high level of subsoil waters. Calculation model contained two load cases: rising of empty basin during installation period and filled with water during exploitation period.

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Hypermarket 'Leroy Merlin' providing self-service and sales assisted services in building sphere. Building divided on three zones: warehousing property market with a parking on the level below, offices and unloading area. Also was developed underground container for firefighting water 43x24x3(h) meters. Lateral dimensions of the commercial-logistic center were ~243,6 х 91,7 meters. Above the unloading area designed an open shed connected to 4-storied office part of the building. Framework of the building consisted of cast-in-situ columns with caps, walls, stairway enclosure, cast-in-situ floors and flat steel trusses as roof structures. Foundations designed as individual pile cap for precast columns and strip pile foundations under stairway enclosure. Expansion joints designed as a slab, which slides on column caps.

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Pump facility was designed as a separate part of the logistic center to supply fire-fighting system with water in case of emergency. It contains of two water tanks (volume of one is 1107 m³) situated on independent foundations and a main building attached to the tanks. Inside the building placed two diesel pumps detached with deformation joints. The building frame consists of steel columns and beams, structures rest on the complex shaped foundation with reinforced seating along the perimeter.

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Manufacturing unit designed as expansion of the existent cosmetic factory. Area of the building expand working and storage zones of the plant more than twice. Expected that manufacturing processes would not stop during the building works, so design solutions considered that condition.

Foundations partly designed as drilled piles with 400 and 600 mm in diameter along 25 meters distance from the existing part of the building to prevent dynamic influences. Other piles – round driven piles 300x300 mm. Base load-bearing columns (11 meters height) based on pile caps with regular 24 meters spacing. Roof structures designed as a system of steel trusses. To prevent influence of the new part on the existing building designed a distance (2 m) between both parts. Roof above that joint laid on cantilevers. Linear dimensions of the building 140,3x84 meters. Along the perimeter of the manufacturing part designed mezzanine partly leaned on the columns and partly hanged on the trusses system.

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Changing of the roof constructions were envisaged in the project of the bath houses ‘Sanduny’ and included calculations and design of the structures. Existing wooden rafters were replaced with steel beams. The difficulty of the project consisted in inability of changing structural schemata because bath houses became a monument of architecture since 1991. That was a reason why a ‘mixed’ distances and non-orthogonal position.

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Structural model of the tennis court was prepared as a part of reconstruction program. Structures from foundation to tribunes and steel roof. Drawings with splitting building on demolition and existing parts.

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Participation in project assumed design and modeling of the reinforced concrete framework of 9-storied building (section 5) as a BIM on a stage after foundation structures were finished. Modeling provided with LOD 400 (level of details). Framework of the building designed as cast-in-situ concrete, external walls – made of wall (gas silicate) blocks, and internal walls – apical silicate plates.

In building situated 2 lifts and a monolithic stairway. Sections are divided with deformation joints.

Building site belongs to 5-magnitude zone with 10% possibility of seismic activity during 50 years.

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The working project developed based on the Customer's technical task with the possibility of construction in the southern part of Ukraine. The calculation of the structures performed for the construction conditions on the flat part of Ukraine (for territories with a height not more than 500 m above sea level). According to the terms of reference, the project developed without foundations. These structures should be designed for specific geological conditions of the building site and designed as a separate project.

The solar tracker was designed for two positions: horizontal (with full and partial snow load) and vertical (maximum angle of the panel of solar panels is 45⁰).

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The building consists of two 4-storeyed sections and one 5-storeyed building with cellars. The sections separated with deformation joints.

The structural scheme of the building is monolithic reinforced-concrete frame with vertical cores of rigidity without additional beams.

Foundations - cast-in-situ reinforced concrete slab, 400 mm thick.

The walls of the basement are cast-in-situ reinforced concrete, with thickness of 250 mm.

The main structural elements of the carcass are monolithic reinforced concrete columns stretched in cross section with dimensions in the plan of 250x700 mm and 250x500 mm, as well as cast-in-situ reinforced concrete walls of elevator shafts and staircases with thickness of 250 mm, which form vertical cores of rigidity.

Overlapping - monolithic reinforced concrete slabs, 200 mm thick.

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The working draft is developed on the basis of the Customer's Terms of Reference. The calculation of the structures carried out for the construction conditions on the flat part of Ukraine (for territories with a height of placement not more than 500 m above sea level). According to the technical specification, used two types of foundations: screw piles for each support and a reinforced concrete foundation for small construction under the structure of actuator.

The documentation developed 2 options for placing solar panels: 1 option - in 1 row (42 meters; 2 option - in 6 rows (6x42 meters).

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