Universal sports hall "Friendship" at the central stadium named after V.I. Lenin in Luzhniki. Game halls Friendship Luzhniki Stadium

Vorobyovy Gory contains many interesting attractions that are spread over a large area. Among them is Universal gym“Druzhba” is an interesting architectural structure in the shape of a starfish, where a lot of events take place sporting events in Moscow.

The poster at UZS “Druzhba” is very interesting, because there are a lot of championships in it. different types sports and concert events. For example, New Year trees and circus programs - here you can have a bright family holiday. The arena offers very comfortable accommodation for spectators, with a total capacity of more than three thousand people.

Sports and family events near Vorobyovy Gory

Of course, the majority of people go to sports. Among the disciplines there are many prestigious competitions in rhythmic gymnastics- various grand prix, European championships among gymnasts different ages. Hockey and figure skating fans can also buy tickets at the Friendship Sports Center - Ice Arena It is very worthy there and becomes the venue for various national and international championships.

In addition, volleyball, basketball and tennis competitions are held here. The address of the arena is Luzhnetskaya embankment, 24, building 5. Tickets to the Druzhba Sports Center are always available on our website, as well as any necessary information. Announcements, reviews and testimonials will always help you choose the best event and get vivid impressions in Moscow.

The building is located on the Moskva River embankment, not far from the Vorobyovy Gory metro station, and resembles a starfish in shape.

The central playing hall is surrounded on four sides by stands, and the lower ones can be easily removed by moving like an accordion. This way they are created different kinds venues, and the capacity of the hall varies from 1700 to 3500 people.

Competitions in mini-football, volleyball and basketball, sports dancing, rhythmic gymnastics, international and Russian tournaments in various types of martial arts (karate, judo, boxing, sambo), as well as entertainment events were held here.

The universal sports hall “Druzhba” was built for competitions XXII Olympiad 1980, reports luzhniki.ru.

After reconstruction, competitions in various sports and entertainment events will continue to take place here. “Druzhba” will turn into a modern sports facility with the most advanced equipment and expanded technical capabilities.

The facades of the building will be renovated, old glazing will be replaced with new energy-efficient stained glass windows. The hall will have professional sports surface and specialized sports lighting.

All utilities will be replaced here and installed modern systems safety, energy efficient ventilation and air conditioning systems.

Work is carried out within the framework comprehensive program territory renovation. The opening of the hall is scheduled for 2018.

Let us remind you that the reconstruction of the Luzhniki Grand Sports Arena is now being completed. The opening ceremony and match of the 2018 FIFA World Cup, one of the semi-finals and the final of the world tournament will take place here.

The number of spectator seats at the stadium will increase from 78 thousand to 81 thousand, the stands will be as close as possible to football field. Luzhniki will have a single control center with a convenient visual overview of the stands and playing field, two large video screens will be installed here to watch matches.

Previously, Deputy Mayor of Moscow for Urban Development Policy and Construction Marat Khusnullin stated that the Luzhniki Stadium will be ready for commissioning before the end of the first half of the year.

“Luzhniki Stadium will be a real masterpiece. Not only will it become one of the ten largest football arenas in the world, but it will also become sports facility world-class,” emphasized M. Khusnullin.

Universal sports hall "Druzhba" in Luzhniki

Hall address: Moscow, Luzhniki, 24, building 5

The universal sports hall "Druzhba" was built to host the competitions of the XXII Olympiad in 1980. The authors of the project were architects I. A. Rozhin (who built Luzhniki in 1956), Yu. Bolshakov and V. Tarasevich. USZ "Druzhba" is located on the embankment of the Moscow River, not far from the Vorobyovy Gory metro station and resembles a starfish in shape. During the 1980 Olympics, volleyball competitions were held here. The central playing hall (40 x 40 m, 20 m high) is surrounded on four sides by stands, the upper ones are stationary, and the lower ones can be easily removed by sliding like an accordion. Thus, different types of venues are created, and the capacity of the hall varies from 1,700 to 3,500 people. Today, competitions in volleyball, mini-football and basketball, sports dancing, and rhythmic gymnastics are held here; international and Russian tournaments in various types of martial arts (karate, judo, boxing, sambo), as well as corporate events, conferences, concerts.

Sports Palace "DINAMO"

The Dynamo Sports Palace was built in 1980 for the Moscow Olympics. Then, in the summer of 1980, the hall hosted exciting matches of the Olympic basketball and handball tournament. After the 1980 Olympics, the Dynamo Sports Palace regularly hosted major international and Russian competitions in volleyball, basketball, mini-football, handball, rhythmic gymnastics and various types of martial arts. Currently, the Dynamo Sports Palace is the largest volleyball center in Russia, the home court of the Dynamo volleyball Club, and the training base of the Russian volleyball team.

The Dynamo Sports Palace is located in the north of Moscow near the Vodny Stadion and Rechnoy Vokzal metro stations. Directions: metro station "Vodny Stadion", then minibus No. 594 to the stop "Palace of Sports "Dynamo" or to the metro station "Rechnoy Vokzal", then walk through the park "Druzhba" (15 minutes).

Hall address: Moscow, st. Lavochkina, 32

Cultural and sports complex "Luch"

Hall address: Moscow, 1st Vladimirskaya, 10-d

Organizations in Moscow

Universal sports hall "Druzhba"

The playing hall of “Friendship” has dimensions of 42 x 42 m, height 20 m. Capacity: depending on the condition of the collapsible stands - from 1700 to 3500 spectators. The spectator seats at the Druzhba Sports Center are designed in such a way that it is equally convenient to watch the teams play from almost anywhere in the hall. Above the boxes “B” and “D” there are 2 wide information boards, informing the score of all played games and the current time. Competitions are held here in mini-football, volleyball and basketball, sports dancing, rhythmic gymnastics; international and Russian tournaments in various types of martial arts (karate, judo, boxing, sambo), as well as corporate events, conferences, concerts. USZ “Druzhba” is the largest tennis facility in Moscow - 2000 people can play tennis here every day.

USZ “Druzhba” has 33 open courts of three types of coverage (no grass, clay, and polygrass on the central court; the central court is surrounded by stands for 2000 people) and 4 indoor tennis training rooms, a mini-gym and a sauna. One of the most prestigious and popular tennis schools in Moscow operates on the basis of Druzhba. There are also subscription groups that teach tennis to children and adults. On ground floor There is a mini-office center. There is a cafe.

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USZ "Druzhba" has 33 open courts of three types of coverage (non-grass, clay, and polygrass on the central court; the central court is surrounded by stands for 2000 people) and 4 indoor tennis training rooms, a mini-gym and a sauna.

USZ "Druzhba" offers a sports hall for mini-football, there are locker rooms, showers, and parking.

USZ "Druzhba" is located on the embankment of the Moscow River, not far from the Vorobyovy Gory metro station and resembles a starfish in shape. The central playing hall (42 x 42 m, 20 m high) is surrounded on four sides by stands, the upper ones are stationary, and the lower ones can be easily removed by sliding like an accordion. Thus, different types of venues are created, and the capacity of the hall varies from 1,700 to 3,500 people.

→ Long-span structures

Universal sports hall "Friendship" at the central stadium named after V.I. Lenin in Luzhniki

When choosing a location for a universal sports hall, the feasibility of constructing it in a bend of the Moscow River near the metro bridge was taken into account. This sports hall with its expressive architectural volume “works for the city”, as it is clearly visible from near and far distances. It organically fits into the landscape of the Lenin Mountains.

During the 0lympiad-80, a volleyball tournament was held in the universal hall, and in the post-Olympic period, competitions and classes are held in 12 sports - tennis, volleyball, basketball, handball, badminton, artistic and rhythmic gymnastics, acrobatics, fencing, wrestling, boxing, table tennis tennis.

Rice. V.5. Universal sports hall "Friendship" at the Central Stadium named after V.I. Lenin in Luzhniki on the left - general form; b - facade; c - coverage plan; g - section; bottom left - Interior; 1- showroom; 2-foyer; 3- training rooms; 4 technical rooms, including air conditioning chambers; 5 - stands; 6 - folded supports (shells); 7- central shell; 8 - metal puff; 9 - upper reinforced concrete support ring; 10 - hinges; 11 - foundation slab

The basis of the architectural concept of the structure is its constructive solution in the form of a single spatial system of prefabricated monolithic reinforced concrete unified shells of double curvature.

The complex of premises of the universal hall is reduced to a compact centric volume, which is covered by a spatial system. The plan of the structure is an intermediate figure between a square (size 88X88 m) and a circle, close to an oval; longest span 96 m. Highest height(counting from the hinges of the supports) 20 m. The volume of the building is about 100,000 m3.

In the internal space of the structure, three vertically located functional zones are clearly distinguished. The main, upper zone includes a showroom, foyer, wardrobes, buffets; lower - four training halls measuring 18x36 m with service rooms. The intermediate zone included changing rooms, a wardrobe and other rooms.

The showroom with an arena of 42x42 m and stands for 4000 seats represents the compositional core of the building. The stands surrounding the arena on four sides provide optimal conditions for all spectators. The upper tier of the stands is stationary, the lower one is retractable; the so-called blitzers are easily moved like an accordion and removed under the tier of stationary stands. By transforming the stands in this way, you can create various options sports grounds for practicing any of 12 sports; At the same time, the capacity of the stands varies from 4000 to 1500 people.

The plan form and surface configuration of the supporting shells were assigned taking into account functional, aesthetic, and cost-effective requirements. The division of the covering into central and side shells met functional requirements: the central shell covers the demonstration arena, the side shells cover the training halls and foyer. Thus, the form in the decision taken corresponds to its content. All lateral (supporting) shells have the form of elongated quadrangles connected by vertices.

The outline of the surface was chosen in such a way that the volume would accommodate the entire complex of premises of the multi-purpose hall. Along with this, the tectonic functions of its elements are strictly expressed in the structure - the load-bearing folded shells differ from the central part in their developed relief and stressed nature of the form. The entire composition of the structure is distinguished by the unity of the shape of the facades and interiors. A huge, bizarrely shaped shell, resting on “point” supports in the sharp corners of diamond-shaped folds, creates the impression of lightness and grace.

Constructive solution

The structure of the structure is designed, as already noted, in the form of a single spatial shell, which will be both the covering and the enclosing structure of the building. It consists of a flat central shell measuring 48X48 m, resting on side shells also of positive Gaussian curvature, but with a folded profile; the design has two support rings, which represent spatial wavy curves.

In other words, the structure of the structure is a single structural system of conjugate shells, consisting of two subsystems - the central shell and folded shells, working together.

The folded shells rest on a common foundation slab. The upper support ring, which partially absorbs the forces from the central shell and closes it, is made of monolithic reinforced concrete. The lower ring in the form of a metal tie is combined with the reinforced concrete shell at the junction of the folds at the point of their fracture.

The width of the ring monolithic belt varies from 60 to 279 mm, height 60 mm. In addition to absorbing annular forces, the monolithic belt also serves to redistribute forces between the central shell and the folded shells.

The metal tie, which ensures the stability of the folded shells, is designed to absorb annular tensile forces and is outlined along a closed broken polygon connecting the extreme points of the folded shells at the point of their fracture. The tightening section is a box welded from two 200X25 corners and connected to the coating at the junction of the folds through embedded metal parts.

Between the side shells in their lower tier there are stained glass windows to illuminate the foyer.

It should be noted that for covering the hall, various space-planning and design solutions based on the use of hanging coverings and structures were proposed and analyzed. One of the options was a system of vertically placed flat folds with consoles on which a metal hanging covering rested.

When comparing options, preference was given to the MNIITEP proposal, in which, instead of folds with flat edges, supporting prefabricated monolithic reinforced concrete shells of double curvature of a folded profile were proposed, to which a central shell of the same type was adjacent.

Vims with the parameters of the universal gym shells. The comparison showed that the steel consumption for the selected structure was reduced by 4 times compared to the steel consumption for the circus structure.

The issue of using high-strength prestressed reinforcement for reinforcing the longitudinal ribs of folded shells, tightening and the upper ring was also considered. At the same time, the analysis showed that the use of stressed reinforcement will reduce steel consumption by 1.5-1.8 times, but will lead to significant loss of time on the construction site, which was considered unacceptable when discussing options.

The structure is a complex composition of various surfaces; the geometry of such a coating was calculated using a special program.

The imaginary geometric surface on which the vertices of the supporting shells should lie is irregular. Therefore, the contour of the central shell is a wavy spatial curve. Through a series of multivariate calculations using a special program, it was possible to achieve the unification of all 28 supporting folded shells. Fold width 7.2 m.

The central shell, measuring 48X48 m, is very flat with a radius of curvature of 80 m and a lifting boom in the center of 1/7.5.

Rice. 2. Design solution

Using a system of meridional-ring sections, it is cut into prefabricated reinforced concrete cylindrical slabs of type PO-1. The PO-1 rectangular slab measuring 2.37x7.17 m has ribs 500 mm high along the contour, as well as two intermediate ribs of the same height. The thickness of the plate shelf is 40 mm. On the outer surface of the contour ribs there are vertical comb grooves for the formation of concrete keys. The end ribs have oval holes for the passage of elements of temporary tightening.

At the intersection of the longitudinal and transverse ribs there are embedded parts for connecting the ribs of the slabs to each other using butt plates made of strip steel (see Fig. V.6, c). Thus, the lower and upper reinforcement of the ribs are joined along the span; a system of cross beams is formed, increasing the rigidity and stability of the central shell. The transverse ribs have embedded parts at the bottom for fastening suspended ceiling structures.

The width of the joints between the slabs of the central shell in the direction of the short side of the slabs is about 30 mm, in the perpendicular direction the width of the joints is variable, 47-138 mm. Along the perimeter of the shell on top of the slabs, concrete is laid on contour slabs 2.4 m wide and 60-80 mm thick; in these places, reinforcement outlets are made in the flanges of the slabs in the form of loops for connecting monolithic and precast reinforced concrete.

All slabs of the central shell are made of concrete grade M 400 in one metal formwork. Additional slabs PO-2, PO-3, PO-4 and PO-5 of the corner zone are made in the formwork of the main slab PO-1. The seams between the slabs and the concrete are made of monolithic concrete grade M 300.

Folded shells have a rhombic plan. Each fold is assembled from six prefabricated reinforced concrete ribbed slabs of four standard sizes. The side slabs PS-1 and PS-3 are outlined along a cylindrical surface with a radius of 60 m and in plan form an isosceles triangle.

Rice. 3. Options for constructive solutions for the structure: a - cable-stayed pre-stressed covering (similar to the Yubileiny Sports Palace in Leningrad); b - folded metal lattice floor (similar to the circus on Vernadsky Avenue in Moscow); c - prefabricated monolithic prestressed reinforced concrete shell of positive Gaussian curvature (similar to a shopping center in Chelyabinsk)

The width of the slabs is 3.05 m, the length of the elements is 13.43 and 10.52 m. The slabs have ribs with a height of 600 mm along the contour, with intermediate ribs with a height of 300 mm located at a pitch of 3 m.

The middle slabs PS-2 and PS-4 are also outlined along a cylindrical surface with a radius of 70.25 m and are close to an isosceles triangle in plan. The maximum width of the slabs is 2.2 m, and the length is 15.25 and 12.35 m. The height of the contour ribs is 500 mm, and the intermediate ribs are 300 mm.

The thickness of the shelves of all folded plates is 55 mm; there are grooves on the outside of the contour ribs rectangular shape for the formation of dowels when concreting joints. The slabs are made of concrete grade M 500. The reinforcement of the prefabricated elements was carried out in the form of a single spatial frame and was calculated in two stages: operational and installation.

The entire covering of the hall consists of 312 prefabricated elements, which were manufactured at the experimental base of MNIITEP in four metal forms: in one form - all the elements of the slabs of the central part, in three forms - elements of the folded shells.

The roof on the shell is made in the form of insulation - foam plastic 60 mm thick, which was glued to the concrete surface using thiokol mastic; On top of the insulation, there is also a coating of thiokol mastic, which was applied with special rollers and covered with a decorative layer of marble chips.

External fences are made in the form of inclined stained-glass windows with double-glazed windows.

Intermediate floors are made of prefabricated reinforced concrete structures. The training rooms are covered with steel frames cut from the shell. The stands are made of standardized combs (L-shaped precast reinforced concrete elements).

Suspended acoustic ceilings are made of special aluminum panels located between the ribs of a reinforced concrete shell.

This coating design has favorable technical and economic indicators; steel consumption is 54.6 kg and the reduced concrete thickness is 24 cm per 1 m1 of covered area.

Calculation of load-bearing structures

In the laboratory of spatial structures of MNIITEP, methods for calculating shells of positive Gaussian curvature using a computer have been created. Programs developed by technical candidates. Sciences L.I. Suponitsky and L.M. Sharshukova, implement the finite element method in two modifications: the mixed method and the displacement method. The mixed method uses flat triangular finite elements, while the displacement method uses rectangular finite elements of natural curvature. Design diagrams of structures take into account the geometric outlines of structures in plan, the presence of reinforcing elements, the actual distribution of the thickness of elements and external loads, and the joint operation of shells with the contour.

The shell elements were calculated during the installation stage, and for many sections these forces were decisive. When calculating the coating, the following loads were taken: 9400 N/m2 on the central shell and the upper tier of folds (including dead weight, weight of the roof, suspended ceiling, service bridges, snow load, etc.) and 8000 N//m2 for the lower tier of folds. The calculations were made for symmetrical loads.

Asymmetrical loads - snow, wind, as subsequent studies showed, have an insignificant effect in this case (unlike membrane systems) and therefore were not taken into account in the calculation of the shell.

Due to the complexity and uniqueness of the structure, to study its stress-strain state, check and clarify the adopted design solutions and design provisions, a large-scale reinforced concrete model was tested at the experimental base of MNIITEP on a scale of 1: 10 in compliance with the geometric and physical similarity with the full-scale structure.

Rice. 4. To calculate the coverage

The results of the last calculation were used as the basis for detailed design.

Calculations have shown that the main type of force acting in the system is compression. The central shell, its contour, and most of the surface of the supporting shells are compressed. In addition to this, bending moments also act. The main stretched zone is located in the area of ​​the middle ring - a system of developed transverse ribs, folded shells and metal puffs connected to them.

The complexity of the structural form of the structure revealed the need to involve methods for calculating the structure not only in the elastic stage, but also in the limiting stage of work, as well as the modeling method. Using the limit equilibrium method, it was possible to estimate the load-bearing capacity of the structure as a whole, as well as determine the load at which local destruction of the flat central shell is possible. To assess the bearing capacity of the structure as a whole, the kinematic method of limit equilibrium was used1. In this case, it was necessary to specify in advance the mechanism of destruction, which, as a rule, is assigned on the basis of experiments.

It is known that if the dome support ring is too strong, the shells are destroyed in a radial-ring pattern. Since the base of the lateral supporting shells is practically motionless, this destruction scheme was taken as the initial one when drawing up the equation for the equality of the work of external and internal forces on possible displacements. The upper annular plastic hinge, opening downwards, is formed at the junction of the flat central shell and the side supporting folded shells (section 6 in Fig. V.9, a). The position of the intermediate ring joint is unknown. The actual position of this hinge must correspond to the minimum maximum load. In Fig. V.9, b shows the results of calculating the maximum load for the design characteristics of materials, carried out in the laboratory of spatial structures of NIIZhB.

From the graph in Fig. 5b shows that curve 1 does not have a minimum. This is explained by the fact that as you approach the supporting plastic hinge, the cross-sectional height of the supporting shells decreases. Thus, Bottom part supporting shell with the considered destruction mechanism is the most weak point structures, although the design load that can be applied to the structure exceeds the design load. The load-bearing capacity of the structure increases significantly when a metal tie located in the middle part of the supporting shells is included in the work. Since the structure plan differs from a circle, the work of internal forces in the tightening depends on the position of the section in question. The calculated loads on the shell are determined by the curve in Fig. 5. When constructing curve 3, the full work of tightening along the entire internal perimeter of the structure was taken into account. Even if we focus on the curve, the minimum design load corresponding to the formation of a plastic hinge in the section is almost 2 times higher than the design one (it should be borne in mind, as already indicated, that the cross-section of the main working reinforcement in the lateral supporting folds was taken based on the conditions for installing the shell enlarged long span sections, which allowed to reduce construction time). The found values ​​of the ultimate loads are valid only if local destruction of the central hollow shell does not occur first.

Rice. 5. To the calculation of the shell at the limiting stage
a - cross-section of the shell and diagrams of possible displacements with a meridional-ring destruction pattern; b - dependence of the load-bearing capacity of the shell on the position of the intermediate annular plastic hinge; c - dependence of the bearing capacity of the central hollow shell during local destruction on the radius of the dent; I - side (supporting) shells; II - metal puff; 111 - upper monolithic ring; IV - prefabricated panels of the central hollow shell; 1 - excluding tightening; 2-taking into account tightening in corner areas; 3-taking into account the entire tightening

The destruction of flat reinforced concrete smooth and ribbed shells occurs with the formation of a single dent, mainly in the corner zone of the shell. The load-bearing capacity of the shell was calculated using the limit equilibrium method, taking into account the change in the shape of the shell surface at the time of destruction.

It should be noted that each of these methods is implemented with significant simplifications of the design scheme, which does not allow one to reliably judge the actual stress-strain state of the structure under design loads, its crack resistance, the stability of the entire structure and individual elements, as well as destructive loads and , therefore, about the degree of reliability of the design.

In this regard, there was a need to conduct comprehensive experimental research to identify the operation of a structure from design combinations of loads and to determine the influence of various factors on it, including settlement of supports and the rigidity of metal tightening.

Experimental studies

During experimental studies of the shell model it was necessary:
-- check the strength, rigidity and crack resistance of structures;
-- study the joint operation of the central shell and the folded structure under symmetrical and asymmetrical loads, including those caused by snow bags;
-- to study the operation of the central shell as a very flat one with a curved contour under symmetrical and asymmetrical loads;
-- study the work of folded shells and identify the most stressed of them, evaluate the work of folded shells in the annular direction;
-- investigate the operation of filling elements between folded structures;
-- investigate the operation of the central shell circuit; study the operation of the structure taking into account the uneven settlement of the supports;
-- examine the operation of the tightening and the adjacent zone of the folded structure;
-- to study the influence of tightening rigidity on the operation of the structure and the influence of pre-tensioning tightening on the stress-strain state of the structure;
-- study the influence of initial imperfections on the operation of the structure (technological cracks, deviations from design dimensions during assembly, etc.);
-- study the nature of structural destruction; study the stress-strain state of an individual fold;
-- study the operation of the structure during circling; compare experimental data with the results of calculations performed by the finite element method.

Rice. 6. Experimental study of the shell on a model on a scale of 1: 10

The work of the tightening was studied in two variants - with a stronger one and with a weak one, and the structure without tightening was also tested, which made it possible to study the effect of the rigidity of the tightening on the overall stress-strain state of the structure.

Experimental studies of a reinforced concrete model of the covering of a universal sports hall allowed us to draw a number of conclusions.

The shell design has sufficient strength, rigidity and crack resistance. The shell model, without visible violations, withstood a symmetrical load at the design cross-section of the tightening with a load equal to 2.1 design loads, and destruction occurred when the structure was loaded with two design loads with a weakened tightening.

Tests have shown that the central shell works as a compressed structure with high load-bearing capacity, with almost no bending, despite its significant flatness. The design showed effective impact folded shells and the upper ring, due to which there was no need to carry out prestressing.

Deflections from the standard load were 48 mm, or 1/2000 of the span.

No cracking was observed when the structure was loaded with a standard symmetrical load. The first cracks appeared at a load equal to 1.1 calculated in the lower tiers of folded shells. The crack opening width did not exceed 0.1 mm under this load. At a control failure load of 1.4 qv, no disruptions in the operation of the structure or its individual elements were noted.

Analysis of cracking, destruction and stress state of the coating indicates that the most critical element of the coating is the lower parts of the folds, separated by openings.

A comparison of the experimental data with the calculated ones showed that the deflections of the structure model are in good agreement with the calculated data obtained by the displacement method.

Reducing the tightening cross-section significantly increases the deformability of the structure and reduces the load-bearing capacity of the structure, and therefore the design tightening is most appropriate. The results of field studies during untwisting made amendments to the definition of tightening force. A decrease in the rigidity of the folds as a result of cracking during the installation period led to the fact that the tightening forces at the full design load turned out to be 4000 kN instead of 2400 kN - the highest force obtained in the experiment. This is the result of the fact that the tightening began to work already when the installation deflection of the folds was selected during unwinding. Nevertheless, the margin of safety and tightening turned out to be sufficient to positively resolve the issue of the load-bearing capacity of the coating after untwisting.

The design turned out to be viable not only with the settlement of one support, but also with its complete shutdown.

The central shell worked without cracks at all stages of testing until the destruction of the folds and did not lose stability, despite its greater flatness than the traditional one.

The spatial structure as a whole worked as a dome-shaped system, as evidenced by the relative insignificant role of the upper ring and the development of meridional cracks in the coating.

The initial imperfections of the shell model (technological cracks in prefabricated elements, deviations from the design dimensions during the assembly of folded shells and the entire coating as a whole) did not have a significant impact on the load-bearing capacity of the model.

results experimental verification shell models convincingly showed that the hall covering structure has the necessary strength, rigidity and crack resistance.

During the design process of the structure, three different structural schemes were considered, taking into account the results of experimental studies:
a) the central shell with its support ring is hingedly supported on a closed subsystem of folded shells; the support ring absorbs all tensile forces created by the shell;
b) the central shell forms a single system with folded shells, but the role of the upper ring is reduced to a minimum - it represents a purely structural element;
c) the central shell has a more developed support ring. The last option is intermediate between options a and b.

As a result of the analysis, option c was accepted. The correctness of the choice is confirmed by the results of experimental studies, from which it is clear that the upper ring, outlined along a complex spatial curve, is partially compressed and partially stretched. Its operation is fundamentally different from the traditional support circuit. Horizontal movements are also practically absent.

For system operation great importance has the ratio of the rigidities of three elements - longitudinal ribs, folds, upper ring and tightening. The main role is played by the longitudinal ribs, the sections of which are determined, first of all, by the installation conditions with preliminary enlarged assembly. Tightening relieves the longitudinal ribs and increases the load-bearing capacity. It absorbs tension in the annular direction, unloading the shelf of the shells and their transverse ribs.

The role of the top ring is shown above. Fold filling slabs increase the rigidity of the coating and improve the working conditions of the central shell.

Rice. 7. Examples of shaping shells from standardized prefabricated slabs

Thus, if the work of folded shells in the meridional direction is ensured by the high rigidity of the longitudinal ribs, then in the annular direction it is due to the tightening and work of the monolithic joints of the slabs of the upper tier of the folds.

The results of the work indicate the possibility of expanding the scope of application of prefabricated monolithic reinforced concrete spatial structures. At the same time, a significant variety of shapes can be achieved thanks to various combinations of large-sized slabs.

Installation of load-bearing structures

The installation method carried out is based on previously proven methods for installing shells in Moscow (Sokolniki, Usachevsky market), Simferopol, Podolsk, Evpatoria.

The central shell was assembled from enlarged sections consisting of three PO slabs, the folded shells were assembled entirely from six slabs. The assembly of the enlarged elements was carried out on special stands, from which they were moved by crane to the design position.

The most difficult stage of construction is the installation of folded shells. Folded shells were collected at four stands located around the perimeter of the structure. The stands were equipped with special rotary taps in the places where the folds support, as well as straightening devices in the form of screw stops to maintain the original geometry of the assembly element.

After straightening the supporting planes of the stand, the middle beacon slabs PS-2 and PS-4 were installed and connected to each other with metal plates. Then, steel sheets were welded to the support nodes of these plates in the places where the side elements adjoined them, forming a table with a trough section, into which the heads of the side plates PS-1 and PS-3 were installed. In this case, the opposite sides of the side plates rested on the stands of the stand.

After checking the initial geometry of the prefabricated fold elements, the longitudinal ribs of the side plates were connected with steel plates. Then all the intermediate and end ribs of the slabs were connected and reinforcement cages were installed in the seams between the slabs.

In the process of testing design solutions for the first experimental fold with the Stalmontazh trust, it was considered advisable to install folds with a temporary transverse brace, under which a permanent tightening element was suspended on brackets with bolts. After welding the junction of the tightening to
folds, the temporary tightening was removed, and the elements of the permanent tightening were welded together and formed a closed ring. The last operation to assemble the enlarged fold element on the stand was to seal the seams between the slabs with concrete.

Rice. 8. Installation of the structure
on the left - diagram; on the right - installation of folded supports

When performing work in winter period The grade of concrete for the joints was increased from M300 to M400, and an anti-frost additive (sodium nitrite) was added to the concrete. The concrete of the joints was heated using electrodes, and the concrete of the supporting units - with electric heating elements until the design strength was achieved.

The coating installation technology was adopted as follows.

In the center of the span, the enlarged shells rested on two paired temporary trusses, supported in the center by a spatial metal support. The support marks for the prefabricated elements were located along a complex spatial curve.

The construction of the covering was divided into the following stages: installation of built-in steel and reinforced concrete structures of training halls; installation of a steel frame for temporary scaffolding; installation of prefabricated reinforced concrete elements of the central shell; installation of folded shells and additional elements between them; making support rings - monolithic and steel tightening; monolithization of the entire shell; unwinding, dismantling temporary scaffolding; installation of built-in structures of stands and ceilings under the shell.

At the first, second and last stages, the work was carried out using an MKG-25BR crane installed in the central part of the hall. The prefabricated reinforced concrete floor was installed in large blocks using an SKR-1500 crane with a 30 m boom and a 39 m shunting beak with a lifting capacity of 25 tons at a reach of up to 43 m. The crane moved along a ring track around the building with a minimum radius of 39 m.

The enlarged block of the central shell was assembled from three slabs with temporary truss fastenings, ensuring the strength and stability of the blocks. The block had a mass of about 21 tons, size 21.5X2.4 m. The entire central shell was mounted in 36 lifts.

The folded shells were installed in the design position using a specially designed SKR-1500 crane using a traverse with a lifting capacity of 85 tons. During installation, the shell was supported on a hinge (a ball with a diameter of 150 mm in spherical sockets), and the upper end, raised 1 m above the design position, was lowered to mounting spherical sliding support installed on the beams of temporary scaffolding. The use of sliding supports made it possible not to transfer the thrust force to the scaffolding.

The stability of the shells from tipping over during installation was ensured by two temporary struts installed on the floor of the grandstand section and two transverse braces. Each subsequent folded shell, after alignment before unfastening the crane, was attached to the previously installed one with two temporary spacers.

Upon completion of the installation of all 28 shells, the permanent steel structures were aligned and necessary straightened, the elements of which were lifted together with the shells on temporary suspensions. Then work was carried out on assembling and welding the connection points of the constant tightening elements. The completion of these works made it possible to begin the installation of prefabricated reinforced concrete additional elements filling the upper triangular openings of the covering, and parallel concreting of the monolithic belt and shell seams.

The process of unwinding the shell consisted of gradually releasing the steel frame of the temporary scaffolding from supporting the prefabricated monolithic covering and transferring the loads from its own mass to the supports of the combined spatial system. The most serious requirement for untwisting was the mandatory synchronization of lowering all the frame racks of the temporary scaffolding to strictly specified values.

The project for the execution of work on untwisting the shell provided for the operation to be carried out in three stages. The first stage is preparatory work; at the second stage, the temporary scaffolding frames were lowered using 44 manually operated hydraulic jacks; the third stage consisted of removing the forces in the truss tightening of the central shell.

Under the supporting parts of all frame racks without exception, measuring packages were installed from a set of plates of a given thickness in a certain sequence from top to bottom: four plates each with a thickness of 5, 10 and 20 mm. This sequence was dictated by the stages of subsequent work on lowering the racks. A group of MNIITEP employees installed about 100 control and measuring instruments to record deflections and movements of the shell and control forces in the monolithic belt and in the steel tie.

The cycles and stages were designed so that the lowering of the central pillar was ahead of the lowering of the peripheral pillars in a ratio of 1: 1.5. The separation of the steel frame of the temporary scaffolding from the shell began at the third stage and ended at the fourth stage. At the end of the fourth stage, the central post was lowered by 100 mm, the peripheral ones by 60 mm, while the deflection of the central shell was 59 mm, and in the area of ​​​​the shell support on the scaffolding frame - 45-54 mm. The force in the steel tightening was 3020 kN. At subsequent stages, only the lowering of the temporary scaffolding frame itself took place to create a free gap under the shell of 80-100 mm.

Then the third stage of untwisting was performed - removing the forces in the truss tightening of 36 elements of the central shell.

The critical final operation of unscrewing the unique prefabricated monolithic shell was completed in 12 working hours. After 5 days. the condition of the shell has practically stabilized, the increase in deflections and forces has stopped. The final deflection of the shell averaged 65 mm, and maximum effort in tightening - 3300 kN. The correctness of the decisions included in the project was confirmed.

Field studies

The uniqueness of the design of the universal sports hall “Druzhba” and its complexity static work determined the need to conduct full-scale studies after unwinding prefabricated monolithic reinforced concrete shells. The need for these studies increased significantly due to the very low temperatures in the winter of 1978-79, which reached -40 °C and significantly exceeded the extreme values ​​​​standardized in SNiP.

One of the most important elements of the hall covering is the metal tie. This determined the adopted methodology for a comprehensive study of the structure, which included:
- study of changes in forces in metal tightening over time as a consequence of nonlinear processes in reinforced concrete;
-- study of the influence of temperature on the stress-strain state of the tightening;
-- study of the influence of additional load from snow and other factors on the stress-strain state of the structure;
-- study of the joint operation of a reinforced concrete combined shell and a metal tie when operating under operational loads;
-- determination of deflections and horizontal displacements of the shell using geodetic methods;
-- study of the crack resistance of the structure when the coating is subjected to operational loads;
-- study of the operation of individual shell units after untwisting using visual inspection.

The main program of work was carried out by the laboratory of spatial structures of MNIITEP.

As already indicated, the tightening section is a box welded from two 200x25 corners and connected to the coating at the junction of the folds. In three sections of the tightening along the length, deformations were measured to determine the forces acting in it. Section I was located within the fold on the axis of symmetry of the coating, section II was in the corner zone, and section III was located in a section diametrically opposite to section I.

The performance of the structure was studied from June 1978 to May 1979, during the completion of the hall. In winter the hall was not heated. Thus, the temperature difference between the outside air and the indoor air was only 3-4

The minimum tightening forces for the entire observation period were recorded in the initial period after untwisting: in section I - 3090 kN, in section II - 3040 and in section III - 2950 kN.

The maximum forces were recorded in the period February 12-15, 1979 at a temperature of -24 ° C. In section I they amounted to 4715 kN, in section II - 4830 and in section III - 4385 kN.

Field studies have shown that during periods of sharp temperature fluctuations, a complex redistribution of tensile forces occurs at the level of fracture of folded shells between the tightening and the concrete of the folds themselves; As a result, the redistribution of forces in the tightening either decreases or increases disproportionately to the temperature. One of the main reasons for this process is the thermal inertia of concrete, as a result of which concrete, during sharp fluctuations in outside air temperatures, does not have time to fully change its temperature. This is also facilitated by the heat-insulating coating on the outer surface of the shell. Thermal deformations of the metal puff appear almost instantly. This heterogeneity of the temperature field in various elements of the coating causes deviations from the proportional dependence in the graphs of tightening forces on temperature during its sharp fluctuations, since the tightening forces functionally depend on the temperature deformations of the tightening and the concrete of the shell.

Long-term observations of tightening forces showed that, despite extreme values ​​of negative winter temperatures under unfavorable conditions of an uninsulated hall and significant snow loads in the metal tightening and all nodes of its connections, the stresses did not exceed the calculated ones. This information allowed us to conclude that the tightening was reliable and efficient during operation.

Measurements using geodesy methods determined the vertical movements of the covering points and the settlement of the structure as a whole, as well as the horizontal movements of its points. A total of four cycles of measurements were performed relating to the state of the structure during different periods of operation.

The maximum additional deflection of 24 mm is recorded at a point lying on the angular axis within the central shell. The maximum deflections of the remaining points of the central shell are 17-23 mm. The deflections of the points lying along the perimeter of the central shell are significantly less, on average 12 mm. In addition to deflections of the coating, settlement of individual points of the folded supports of the structure was noted; their maximum value is on average 9 mm (the accuracy of the data obtained is ±3 mm). Analysis of horizontal movements shows that they do not exceed 10-12 mm, i.e. are within the measurement accuracy.

For one year after the shell was untwisted, selective control was carried out over the width of the opening of cracks in the ribs of the folded shells. We monitored mainly cracks located on the internal and outside extreme edges of the folds at the floor level of the hall. Observations were carried out in winter and summer. The crack opening width decreased over time. The results of recent observations showed that the cracks have almost closed. The width of their opening did not exceed 0.08 mm.

An examination of the state of cracking of the coating structure showed that no new cracks were found during the operation of the structure, and the cracks formed during the installation of the coating decreased and stabilized and do not pose a danger during the operation of the structure.

The snow load on the coating had no effect on the change in tightening forces. Geodetic survey did not record any noticeable influence of snow load on the deformed state of the shell.

Features of engineering equipment

The multi-purpose hall is equipped with an air conditioning device. The air conditioning units (machine room) are located directly below the playing field.

The building has three independent air conditioning systems.

System 1K with a capacity of 170,000 m3/h serves the main sports arena and foyer. The KTP-200 kit was used as equipment. To ensure smooth control of system performance, the fan units are equipped with fluid couplings.

The system operates with recirculation and is equipped with chamber silencers on the supply and recirculation air paths. Air is supplied directly to the main arena hall and foyer through the middle zone above the stands. Nozzles of an original design, developed by the MNIITEP engineering equipment laboratory specifically for this structure, are used as air distributors.

Air is removed from the upper part of the dome through openings in the roof, equipped with special dampers with motor actuators. “The possibility of remote control of the damper drives is provided. In the event of a fire, the same dampers are used for smoke removal. In this case, the dampers are opened by a signal from a special sensor. The dampers are serviced from the upper suspended navigation bridges.

The 2K system with a capacity of 80,000 m3/h serves training rooms, wardrobes, showers, locker rooms, buffets and other premises. It consists of two air conditioners model K.T-40. To ensure individual microclimate regulation, each group of rooms is served by independent zone heaters. The system operates as a direct flow system.

The third system with a capacity of 18,000 m3/h with a KD-20 air conditioner serves all rooms of the television and radio complex, including commentator booths. The system operates with recirculation and is equipped with noise suppressors on the supply and recirculation lines.

Air is released through underground channels and shafts at a distance of 20-30 m from the building, since design features buildings do not allow air to be released directly onto the roof of the building.