MinSheng - Art Museum

The MinSheng Art Museum by Approach Architecture Studio is the second reincarnation of a project located in Shanghai, China. This is one of the largest cultural centers in Shanghai - galleries, museums, handicrafts, seminars, etc. in this region. The concept of redevelopment is to shape the contemporary art of displaying space while keeping the Industrial look as vivid as possible.

The route of visitors has been worked out, now the movement between the halls, rooms and expositions is carried out using smoothly added stairs, corridors and a courtyard, between the old and new walls.

The total area of the art museum area construction project is about 3000 square meters, and the building area is about 2500 square meters, including 1000 square meters occupied by the main exhibition hall and four small exhibition halls with a total area of 1500 square meters. Added additional features for visitors - lockers, information bureaus, cafe, bookstore, office, VIP rooms, courtyard, etc.

Project: MinSheng - Art Museum

Location: 570 Huaihai west road, Shanghai, China

Architects: Liang Jingyu / Approach Architecture Studio

Completion: May 2008

Requirements for structural elements

 The structures of industrial buildings should be designed using standardized elements of industrial production, widely using prestressed structures.

Prefabricated structures and parts should be used only when they are fully factory-ready, which excludes the need for external and internal plastering and other finishing works. Plaster is allowed to be used in cases where it is required by sanitary and hygienic or technological conditions.

Structural schemes are chosen as standard, the use of which makes it possible to maximize the unification of standard sizes of building structures and parts and provides an economic solution to buildings and structures.

The supporting structures of buildings and structures should, as a rule, be designed taking into account the possibility of completing the production of zero-cycle works before installing the frame.

The use of open metal steel structures with a fire resistance limit of 0.25 g in industrial buildings of II degree of fire resistance is allowed:

- in one-story buildings, regardless of the fire hazard category of the industries located in them;

- in multi-storey buildings with production facilities of categories D and D, when these buildings do not use flammable liquids as fuel.

In the design of steel structures, lightweight rolled sections, welded and bent sections and high strength steels should be widely used.

Structural elements of buildings and their interfaces should be designed taking into account maximum interchangeability.

The reinforced concrete frame of single-storey buildings should be taken, as a rule, in the form of frames consisting of columns clamped at the bottom and girders (trusses or beams) pivotally connected to them. The reinforced concrete frame of multi-storey buildings should

take on a frame scheme with rigid nodes. It is allowed to use a mixed structural scheme - frame in the transverse direction and tie in the longitudinal direction - with the transfer of wind and other horizontal loads in this direction to ties or pylons.

In buildings with a height of up to four floors, inclusive, with loads on interfloor floors up to 2500 kg / m2, columns, as a rule, should be on all floors of the same cross section. Exceptions can be made for the columns on the ground floor. The number of types of reinforced concrete columns of various sections in buildings with a height of more than four floors should be no more than two (not counting the columns of the first floor). Columns of workshops without cranes, as well as columns of workshops with cranes with a lifting capacity of electric general-purpose cranes of up to 125 tons inclusive and a single-tier arrangement of cranes, as well as special cranes equivalent in load to a 125-ton general-purpose crane, should be designed as prefabricated reinforced concrete.

Crane beams with spans of 6 and 12 m for electric overhead traveling cranes of general purpose of light and medium operation with a lifting capacity of up to 30 tons inclusive should, as a rule, be designed with precast reinforced concrete prestressed.

In single-storey buildings with spans of the same height, in the presence of cranes of different lifting capacity in individual spans of the building, it is recommended that the level mark of the crane console be taken constant, changing the nominal level of the crane rail head by an amount equal to the difference in the heights of the crane beams (taking into account the rail fastening) intended for cranes of different carrying capacity. In the event that the arrangement of crane rails at different levels on the same column significantly complicates the design of brake beams or trusses, it is recommended to level the crane rails using shims for crane beams.

The main typical reinforced concrete load-bearing structures (beams, trusses) of roofs with slopes and flat roofs of one-story buildings with a roof made of soft materials should be calculated for the design load 350; 450; 550; 650; 750 and 850 kg / m2.

The indicated loads do not include the dead weight of the main supporting structures.

For floors of multi-storey buildings, normative payloads should be taken equal to 500; 1000; 1500; 2000 and 2500 kg / m2.

Roofs and slabs should generally be designed without purlins using large slabs.

It is recommended to use prestressed beams for spans of up to 18 liters (inclusive) as the main load-bearing structures of building coatings, in which the device of the upper branched wiring of the communications network is not required.

In the presence of an extensive network of communications of significant dimensions, located in the structural space of the coatings, as well as in case of heavy loads on the supporting structures from the coating and overhead transport, it is recommended to use trusses.

The load-bearing structures of the coatings with a span of up to 30 m, inclusive, and under-rafter beams (trusses) with a span of 12 m, should be pre-stressed prefabricated reinforced concrete.

It is recommended to design the coverings of industrial buildings from precast prestressed reinforced concrete slabs. In buildings with a pitch of supporting structures of 12 m, reinforced concrete slabs with dimensions of 3 X 12 m and additional ones - 1.5 X 12 m should be used. 1.5 x 6 l, and also use lightweight concrete slabs. For non-insulated coatings, where it is allowed by operating conditions, asbestos-cement corrugated sheets of a reinforced profile should be used, and in other cases, reinforced concrete slabs.

Supporting structures for technological and auxiliary equipment, including stack structures, must be designed prefabricated. In all possible cases, the equipment should be installed on its own foundations, using the bearing capacity of the equipment itself.

When designing the walls of industrial buildings, the following should be followed:

- height and length of prefabricated wall elements must be multiples of 600 mm; non-insulated walls - from sheet materials (for example, from reinforced asbestos-cement sheets) and from pre-stressed reinforced concrete panels 12 or 6 m long;

for walls of heated buildings, with the exception of buildings with a wet indoor regime, use panels of lightweight concrete and asbestos cement with an effective insulation;

- for walls of heated buildings with a wet internal regime of premises, use reinforced concrete two-, three-layer panels with an effective insulation protected by a vapor barrier.

The walls of industrial buildings should be designed, as a rule, panel. The use of brickwork should be limited to only buildings with a volume of 5,000 m3 or less, depending on local conditions. For buildings with panel walls, it is allowed to use brickwork for the basement, when in the lower part of the building it is necessary to provide for a large number of openings for various purposes (for example, gates, doors and openings for the passage of engineering communications), as well as for buildings with walls made of asbestos-cement sheets. The dimensions of the panels in height should be taken as 1.2 m or more, multiples of 0.6 m. The use of panels with heights of 1.2 and 1.8 m is recommended.

The bottom of the first panel in height must, as a rule, be aligned with the level mark of the finished floor of the building.

Buildings with panel walls should, as a rule, be solved with the use of strip glazing with a height of 0.6 m.

Construction solutions and structural elements of buildings should ensure the possibility of rational placement of artificial lighting fixtures.

Industrial buildings should be designed with roofless roofs. Attics are allowed to be designed as an exception in cases caused by production requirements.

Open technological openings in ceilings intended for vertical movement of goods should be fenced. The fence must be at least 900 mm high and at a height of at least 150 mm from the floor - solid.

Platforms and technological openings in the interfloor ceilings of premises intended for the storage or use of flammable or combustible liquids must be fenced with bumpers of at least 150 mm in height made of non-combustible materials. In the doorways of these premises, ramps with a height of at least 150 mm should be arranged.

Along the outer walls of buildings, blind areas should be provided with a width exceeding the removal of the cornice by 200 mm, but not less than 500 mm with a slope of 0.03-0.1 directed from the walls of the buildings.

In the case of laying foundations on subsiding soils, the width of the blind area for buildings with a height of up to 8 m without an organized drainage of water from the roofs must be at least 1.5 liters. For taller buildings, the width of the blind area must be increased by 0.25 m for every 4 m of the building height, but not more than up to 5 m. With an organized drainage of water from the roofs of buildings up to 8 m high, it is allowed to reduce the width of the blind area to 0.75 - 1 m.

Technical conditions for the design and calculation of girder span structures

 The main regulatory document in the design is the technical specifications. With the development of the theory of structures, the emergence of new building materials and structural forms, as well as the accumulation of experience in operating existing bridges, the technical conditions are revised and supplemented from time to time. The current technical specifications in the field of steel structures of bridges are currently the "Technical specifications for the design of railway, road and city bridges and pipes" CH 200-62. The technical conditions given below, when covering the issues of calculation and design, are designated for brevity "TU" with the number of the corresponding paragraph.

The technical conditions provide a uniform approach of numerous design organizations to checking the dimensions of elements of bridge structures and establish a number of design requirements, the fulfillment of which contributes to the improvement of the manufacturability of the structures and to their durability.

Technical requirements for bridge structures can be united by one concept of "reliability", which is increasingly acquiring the rights of a generalized quality criterion in all areas of technology.

Scientific substantiation of the reliability of bridge structures, while maintaining their efficiency, comes down first of all to determining reasonable safety factors in the form of design factors: overload n, uniformity k and working conditions m. The need to introduce these factors into the calculations is caused by the known uncertainty of the true values of the initial calculated data: design loads, mechanical strength characteristics of the building materials used, as well as some discrepancy between design schemes and the actual operation of structures, possible deviations of the actual dimensions of the elements from those taken in the calculation.

Possible combinations of simultaneously acting loads are divided into three groups: basic combinations, which include permanent loads and temporary vertical loads; additional combinations, in which, in addition to the loads included in the main combinations, other loads (wind, ice, braking), except for construction loads and seismic ones, can be included, and, finally, special combinations, which include, in addition to other loads, also seismic and construction load.

The greater the intensity of possible loads simultaneously taken into account by the calculation, the less the probability of coincidence in time of their maximum values.

This circumstance is taken into account by a decrease in the overload coefficients n when calculating strength and stability for temporary loads included in additional and special combinations.

Overload factors for constant loads are given in two oscillations: a larger and a smaller unit (SN 200-62, p. 115), since there is a possibility of deviation of constant loads in both directions from the values of the standard loads, and the greatest absolute value of the design force is achieved, in some cases, with the lowest values of the calculated constant load. An example of such a case is the calculation of the calculated effort from the combined action of constant and temporary vertical loads with a two-digit line of influence for the sought effort, when there is an inequality: m> n - 1, where m is the ratio of the intensity of the temporary load to the intensity of the constant one, and n is the ratio of the greater , in magnitude, the area of the section of the line of influence of one sign to the area of another sign.

The technical specifications give an indication of the incompatibility of individual loads included in additional and special combinations. The simultaneous action of such loads is unrealistic. So, for example, the maximum wind pressure cannot act on the superstructure simultaneously with horizontal transverse impacts of a railway moving load, since at the design wind pressure, the wheel flanges are tightly pressed against the leeward rail and, therefore, cannot produce impacts.

Calculations of metal bridge structures are performed according to the first and second limiting states. The calculations for the first limit state include checks for strength, stability and endurance.

Strength is characterized by the ability of the structure to resist possible loads and influences without breaking the integrity and without the development of externally noticeable plastic deformations.

Violation of shape stability is characterized by the loss of the design shape (rectilinear, flat) by structural elements under the action of compressive stresses that have reached a critical value.

When the stability of the position is lost, a shift or overturning of the structure occurs.

For the loss of strength and stability, it is sufficient that the possible loads and effects at least once during the service life of the structure exceed the permissible limits.

Therefore, when determining the forces in the strength and stability calculations, the possible maximum values of the forces in the tested structural elements must be taken into account, by means of the overload coefficients n and the dynamic coefficient 1 + JJ.

Endurance may not be guaranteed if the design effort can be repeated multiple times. Such a repeatability of efforts is possible only under normal operating loads that do not exceed their standard values.

Therefore, when checking endurance, the overload factors are not taken into account, that is, they are assumed to be equal to 1. The dynamic factor is taken into account in the endurance calculations, since the dynamic effect of a moving load is regular.

The calculations for the second limiting state include checking the rigidity of the structure, which is understood as its ability to undergo elastic deformations under a temporary vertical load that do not exceed the normalized limits.

In these calculations, the overload factor and the dynamic factor are not considered.

It should be noted that the stiffness standards have not yet had sufficient scientific basis and need to be clarified through additional research.

The need for a scientific substantiation of the stiffness standards is becoming especially acute in connection with the expanding use of high strength steels in bridges with an increased ratio of the yield strength to the elastic modulus.

The coefficient of inhomogeneity k is taken into account by the Technical Conditions during the transition from standard resistances of building materials to design resistances, which are usually used in calculations.

The values of the coefficients of the working conditions m in those special cases when they are not equal to 1 are given in further instructions for the calculation.

Recently, calculations on electronic computers have become widespread, performing not only arithmetic, but also logical operations, which makes it possible, in particular, to automatically obtain an optimal solution when inputting initial data into the machine in various versions.

It is difficult to overestimate the role of using such machines in engineering calculations.

However, this circumstance not only does not eliminate, but even increases the need for the engineer to understand the “play of forces” in the structure and the effect on the magnitude of the efforts of certain changes in the initial data. With the widest use of electronic computers, the engineer must also have the ability to quickly determine the approximate values of the forces using a slide rule for the so-called "sketch" calculations.

The material presented below is intended to highlight the procedure for determining efforts and making approximate calculations.

Program and theory of functionalism

 The theoretical and artistic basis of functionalism was formulated by Le Corbusier - an artist, thinker, but above all an architect of extraordinary intellectual and artistic power, which gave decisive impetus to the development of world architecture for four decades. He was born in Switzerland but worked mainly in Paris.

Le Corbusier gained worldwide fame with his works, which were systematically published in 1923 in the magazine "Esprit Nu-vo" (New trends) under the title "Towards architecture", his views on the city, expressed in the book "Urbanism" (Urban Planning, 1925), where he demanded the liberation of city centers for transport, an increase in the area of green spaces, the use of a free building system. His first projects and buildings include a serial single-family house (1914) made of monolithic reinforced concrete, the Citroen house, a villa in Paris (1922) and a house project in which he combined the advantages of an isolated cottage and a large residential building. The exhibition pavilion "Esprit Nouveau" designed by Le Corbusier in the form of a living cell at the International Exhibition of Decorative Arts became, together with the pavilion of Soviet constructivism, the only new phenomenon. Le Corbusier's town-planning sketches - cities with 3 million inhabitants (1922) and three years later the "Plan Voisin" reconstruction of the center of Paris, also received wide publicity. Both projects were based on a free plan, it was proposed to use tower houses, and transport transport on several levels.

The second most significant contribution of Le Corbusier is to define the basic principles of functionalist architecture, which he formulated in 1927 in five points: 1) the columns that raise the house above the ground78; 2) roof garden; 3) free plan; 4) horizontal window; 5) free curtain facade. The formulation of these principles was preceded by the development of a reinforced concrete structure scheme, in which Le Corbusier in 1914 reduced the frame system to two tectonic elements: a support and a ceiling. In this way, the form of a functionally organized plan got rid of direct dependence on the solution of the structure and the placement of its elements.

In this sense, the principle of separating the supporting structure from the planning solution is one of the most profound changes that the 20th century made to architecture. Five points and the indicated scheme became not only a definition of the stylistic features of functionalist architecture, but also one of the most concise formulations of recipes for architectural creativity in general.

These principles Le Corbusier used in the solution of two houses at the exhibition of the dwelling in Stuttgart (1927) and the classically simple Villa Savoy in Poissy. Subsequent buildings - a villa in Garches, a pavilion of Swiss students in Paris (1930-1932) and many years of urban planning work on the city plan of Algeria (1930-1942), from the very first version included curvilinear residential buildings, -? also show that Le Corbusier, in contrast to Perret, who understood reinforced concrete purely constructively, uses this material rather as a means to implement his ideas in the field of form, relying on classical compositional rules. He understood architecture as a thoughtful and precise harmony of illuminated volumes.

A significant contribution to the program of functionalist architecture was made by the Bauhaus, whose works and theoretical principles were published in the so-called Bauhausbucher (Bauhaus Books). In the spirit of functionalism, E. Neufert developed the norms of relations and sizes concerning the design of structures and interiors. The main bearer of the ideas of functionalism in Czechoslovakia was the "Club of Architects" and the internationally renowned magazine "Stavba", which had been published since 1921 under the direction of G. Stary. In Slovakia, since 1931, the magazine "Forum of Art, Construction and Interior" has been published. The Stavba magazine mediated local architecture from French, German, Dutch and was one of the first to inform about constructivism in the Soviet Union. The merit of this magazine was the creation in Czechoslovakia of that period of its own architecture program, to which it gave a progressive character from a cultural and social point of view. The meaning was seen in the rationality and orderliness of all human labor. The program of "Stavba" and the Club of Architects (1924) already emphasized the social essence of architecture, which must fully correspond to the meaning and needs of its time. Architects were seen as organizers of life, and creativity, which was focused only on the aesthetic aspects of architecture at the expense of the social, was proposed to be considered false. The main task of architecture was seen in improving the general standard of living.

Building roof construction

 Coverings of buildings with a roll roof are allowed to be designed both flat and with slopes.

Flat roofs are recommended to be used mainly in multi-span buildings without lanterns with internal gutters, with a developed network of engineering communications of large sections, located in a space limited

dimensions of load-bearing structures, as well as in cases where it is possible to reduce the cost of artificial ventilation in the summer due to a layer of water on the roof, which protects the production premises from overheating in summer.

For structural elements of rolled roofs, the following names are adopted:

- the base for the roof - flat or leveled (by grouting on the plates or screed on the insulation) rigid surface for gluing roll materials;

- the main waterproofing carpet - layers of roll materials that are glued to mastics on the planes of the roofs;

- additional waterproofing carpet - additional layers of roll material, which are glued to mastics to strengthen the main waterproofing carpet in valleys, at the places of abutment to walls, mines and other structural elements;

- protective layers - made of gravel embedded in the roofing mastic, which protect the waterproofing carpet from mechanical damage, weathering and increase the durability of the roofs.

Roll roofs, depending on the slope, are divided into flat with a slope of less than 2.5% and pitched with a slope greater than or equal to 2.5%. The largest slopes of the main slopes of rolled roofs should not exceed 25%.

Exceeding the slopes is allowed only when it is necessary to install the device in certain areas of the coating (for example, in the places where the roofs adjoin vertical walls, on the sides of the lamps, on the surface of the shells, etc.), provided that refractory adhesive mastics are used in these areas and, if necessary, additional fastening the rolled carpet to the base with nails and washers.

In the places where the roofing carpet adjoins vertical surfaces, transition sections with a slope of up to 100% (up to 45 °) should be provided.

Roofs made of roofing material on cold mastics should not be used with slopes of more than 10%.

Rolled roofs with more than four layers are used only in operated roofs or on roof sections (in places where equipment is installed, workplaces or walkways, etc.).

In the southern regions with a summer design temperature of the outside air (average temperature at 1 pm of the hottest month) of 25 ° C and higher in buildings for which the calculation of the thermal stability of attic roofs is required, to reduce the effect of solar radiation, rolled roofs can be cooled with water (irrigated or filled with a layer water 25-60 mm thick), or cover with protective layers of materials with increased reflectivity (for example, light-colored gravel, slabs of concrete, reinforced cement and other light materials).

Water drainage from the roofs of multi-span buildings of industrial enterprises with flat and pitched roofs, as a rule, is recommended to be provided through internal drains.

In buildings where internal gutters are not feasible for technical or economic reasons, the removal of water from the roofs should be provided for by external gutters or, in extreme cases, by eaves.

In flat roofs without lanterns with a building width of up to 72 w and the absence of storm sewers, external water drainage is allowed.

The type of roofs and drainage systems should be selected on the basis of a feasibility study and regulatory documents for the design of internal gutters.

To increase the operational reliability of roofs, it is recommended to reduce the number of places with structures passed through the roof (pipes, shafts, etc.) by combining these structures, if necessary, into separate sections or blocks.

In the working drawings, it is necessary to indicate the slopes of the roofs, the types and brands of mastics (if necessary, and the requirements for their antiseptic treatment), the type and brands of roll and other materials used for the construction of roofs and their structural parts (junctions, overhangs, etc.).

In order to avoid tears in the waterproofing carpet, the joints between the slabs (panels) of the coating should be filled with mortar, concrete on fine gravel or lightweight concrete.

In order to reduce the construction time, reduce the cost and increase the industrialization of roofing works, it is necessary to provide for the implementation of coatings from large-sized and complex panels that combine bearing and heat-insulating functions; In this case, it is advisable to stick one layer of waterproofing carpet on the coating slabs in the factory.

The joints between such slabs are filled with mortar or concrete and pasted over with strips of fiberglass or roofing material used for the roofing. The width of the strips should be 300-350 mm.

In places where expansion joints are installed in the load-bearing structures of coatings, roll roofs must be protected with compensators made of galvanized roofing steel, which must ensure the leak-proofness of the roof at the seam in case of temperature-sedimentary deformations of the coating.

In order to prevent the possibility of the formation of defects in roll roofs in the form of swelling, folds and ruptures along the folds, which usually appear at high humidity of the insulation, mainly due to insufficient vapor barrier of coatings.

Vapor barrier, if it is required by the project, as a rule, should be made of roofing materials and mastics adopted for the construction of a waterproof carpet.

As a vapor barrier in coatings made of slabs (panels) of cellular or lightweight concrete, the inner surface of the slabs is painted with enamels, oil and other resistant paints according to appropriate preparation. It should be borne in mind that the paint vapor barrier on the surface of the coating slabs should be periodically renewed.

In places of abutment to vertical surfaces, the layers of the glued vapor barrier should be raised to a height equal to the thickness of the insulation, and in the places of expansion joints, vapor insulation should overlap the edges of the lower compensator.

Thermal insulation of coatings, as a rule, should be performed from inorganic slab materials (expanded clay concrete, aerated concrete, foam concrete, gas glass, foam glass, perlite concrete, vermiculite concrete, foam and gas silicate, foam and gas silicite, rigid mineral wool slabs, etc.) less than 6 kg / cm2.

Loose thermal insulation materials (pumice, tuff, expanded clay, perlite, vermiculite, etc.) are allowed for use in limited areas of coverage.

The use of non-rigid insulation is allowed only with appropriate justification and provided that only rot-resistant materials are used for these purposes and taking into account possible changes in the physical and technical qualities of the insulation during operation.

To protect the glued vapor barrier from damage, plate heat-insulating materials should be laid on hot roofing mastics. It is allowed to lay panel materials on a layer of dry fine-grained sand up to 10 mm thick.

Flat roofs should have a four-layer waterproofing carpet made of tar or rot-resistant bituminous materials and a protective layer of gravel embedded in tar or antiseptic bitumen mastic.

The waterproofing carpet of flat operated roofs should be made of five layers of tarp or rot-resistant bitumen roofing materials. It is recommended to arrange protective layers mainly with the use of board materials.

Pitched roll roofs should have a three- or two-layer waterproofing carpet with protective layers of gravel embedded in the roofing mastic (with a slope of up to 10%), or with the use of armored roofing material (with large slopes).

The choice of roof design, depending on the slope and the roll materials used, should be made taking into account the data given in table. 135. It should be borne in mind that protective layers of gravel embedded in roofing mastics increase the operational reliability and durability of roofs made of roll materials.

Sections of valleys of pitched roofs in width: from 1.5 to 2 m should be reinforced with a sticker of two additional layers of roofing material and protected from above with a layer of gravel embedded in hot roofing mastic.

At the junctions of roofs to parapets, walls, shafts and other structural elements, the main layers of the waterproofing carpet must be brought to the top of the transitional sloped sides and fixed there with roofing galvanized nails every 200-250 mm.

The main waterproofing carpet at the junctions should be reinforced from above by gluing layers of additional waterproofing carpet on mastics with increased heat resistance. The number of layers of the additional waterproofing carpet should correspond to the number of layers of the main waterproofing carpet.

The upper edge of the additional waterproofing carpet at the junctions to walls, parapets and other protruding structural elements should be fixed to nailed concrete or to antiseptic wooden slats, galvanized with roof nails every 200-250 mm at a height of 250 mm from the base of the roof, and on roofs filled with water , - at a height of 300 mm.

The edge should be protected from above from water infiltration with tiles made of concrete, reinforced cement or textures made of galvanized roofing steel, aluminum or polyvinyl chloride.

Parapet concrete slabs must be fixed to the walls (for example, with metal pins). In the places where the roofs adjoin, the first layer of the additional waterproofing carpet must be covered with the main waterproofing carpet by at least 150 mm.

Each subsequent layer of the additional waterproofing carpet must overlap the underlying one by at least 100 mm and adhere to the main waterproofing carpet.

An additional waterproofing carpet at the junctions of pitched roofs must completely overlap the transition edge.

In places of passage through the coatings of cylindrical pipes, pipes of cast iron, galvanized roofing steel or polyvinyl chloride with a height of 200-300 mm with flanges should be installed.

When draining water from roofs on flat roofs, water intake funnels should be placed along each row of columns, and on pitched roofs in lowered areas.

The system of internal gutters includes water intake funnels, outlet pipelines, risers and outlets into the storm or industrial (withdrawing conditionally clean water) sewerage system or into open outlets to the surface of the earth: trays and cuvettes.

Internal drainage networks are not allowed to be combined with fecal sewerage.

When installed on pitched and flat, unexploited roofs, the funnels of internal gutters must have water intake hoods with a blank cover.

The required water level on water-filled roofs is maintained by installing removable overflow pipes at a given height. In this case, the greatest throughput of the funnel is ensured by installing a blind cover 5-10 mm below the upper part of the overflow pipe (water horizon).

If a flat roof is divided by expansion joints or dividing walls into separate compartments (cards), then each compartment should have at least two water intake funnels with a compartment area of not more than 700 mg.

For expansion joints of pitched roofs, funnels should be installed on both sides of the joint. The connection of these funnels to one riser or to a common suspension line is allowed only with the installation of compensating joints that ensure tightness and elasticity of the connection.

The waterproofness of rolled roofs in the places of installation of drainage funnels should be ensured by gluing layers of the main waterproofing carpet on the flange of the bowl of the funnel and strengthening these layers:

- by sticking a layer of fiberglass or burlap;

- gluing two layers of roofing material;

- installation of a pressure ring on hot or cold roofing mastic;

- the device of protective layers of gravel embedded in hot mastic.

In buildings with free discharge of water from the roof, to prevent soaking of the walls, the eaves should be at least 450 mm.

To prevent overloading of the bearing structures of the coatings, which is observed in winter, it is not allowed to discharge water from those places of the roofs on which snow melts due to the internal heat of buildings, to areas where thawing does not occur or is less intense.

External drainage of water from flat roofs of buildings without lanterns is allowed in the absence of rainwater drainage on the territory of enterprises and the width of the building is not more than 72 m.

In unheated buildings with combined coatings, the internal drainage of water from the coatings is allowed to be used in the presence of production heat, providing a positive temperature in the building, or special heating of drain funnels and pipes. Internal drainage is not recommended for buildings with load-bearing wooden or metal-wooden roof structures. In heated buildings with combined coatings, it is necessary to design, as a rule, an internal drainage of water from the coatings.

In buildings up to 72 mm wide and up to 10 m high, with appropriate justifications, it is allowed to design an external water drain.

In buildings with internal gutters, the use of external water drainage from extreme spans or from higher middle spans is not recommended, with the exception of water drainage from lanterns.

The total length of one or several roof slopes with a slope to one side with an external drainage of water in heated buildings with a combined coating should not exceed 36 liters, and in unheated buildings - 50 m.

When designing an internal drainage of water from pitched roofs, it is necessary:

- the calculated value of the deflection of the supporting structures of the valleys should be taken no more than 1/200 for wooden floors and 1/400 for reinforced concrete;

- the longitudinal slopes of the valleys to the water intake funnels should be at least 1% for wooden floors and 0.5% for reinforced concrete;

- the distance between the funnels along the valleys should be no more than 24 m with wooden floors and 48 m with reinforced concrete;

- at the intersection of the roof with a fire wall, funnels should be placed on both sides of this wall, it is not allowed to pass water through the holes in the fire wall;

along the perimeter of the covering, arrange a parapet with a height of at least 250 mm above the level of the highest point of the valley.

When designing an organized drainage of water from coatings by means of gutters and external downpipes, the following guidelines must be observed:

- the slope of the roof at the locations of the wall gutters must be at least 15%;

- longitudinal slope of gutters - at least 2%;

- gutter depth - not less than 120 mm;

- distance between drainpipes - no more than 24 m;

- the cross-sectional area of the drainpipes must be taken at the rate of 1.5 cm2 of the cross-section of the drainpipe per 1 m2 of the roof area.

When the height of the slopes in the coating is more than 4 m, the strip of the lower roofing 2 w wide from the wall should be protected from the impact of falling water and pieces of ice by laying protective gratings, slabs or gravel backfill. In places where water is discharged from an elevated part of buildings, an additional layer of rolled roofing material must be glued to the lower rolled roofs, regardless of the laying of protective gratings or slabs on them.

Water drainage from skylights with vertical glazing with a skylight cover width of more than 12 m and with sloped glazing with a canopy cover width of more than 9 m (in buildings with internal drainage of water from the roofs) must be designed internally.

In case of external drainage of water, it is recommended to use ventilated cornices near external walls and lanterns in heated buildings.