Fire resistance of metal structures. Limits. temperature regimes. critical temperature. Methods and recommendations. Initial data. Required limits. Manual for determining the fire resistance limits of building structures Manual for snip ii 2 80

The essence of the calculation method

The purpose of the calculation is the determination of the time after which the building structure under standard temperature conditions will lose (will run out) its load-bearing or heat-insulating capacity (1 and 3 limit states of structures for fire resistance), i.e., until the time of the onset of P f.

The onset time (P f) for the second limit state of the structure in terms of fire resistance cannot yet be calculated.

According to the 3rd limit state of the structure for fire resistance, internal walls, partitions, ceilings are calculated.

Considering that individual structures are both load-bearing and enclosing at the same time, they are calculated according to both 1 and 3 limit states for fire resistance, for example: structures of internal load-bearing walls, ceilings.

The same applies to the determination of the fire resistance of structures and according to the reference manual, technical information. ("to help the inspector of the GPN") and, of course, by the method of full-scale fire tests.

In the general case, the method for calculating the fire resistance limit of a supporting building structure is from thermotechnical and static parts (enclosing - only from heat engineering).

Thermotechnical part calculation method involves determining the change in temperature (during exposure to standard temperature conditions) as at any point along the thickness of the structure, so its surfaces.

Based on the results of such a calculation, it is possible to determine not only the indicated temperature values, but also the heating time of the enclosing structure to the limiting temperatures. (140°С+tn), i.e., the time of the onset of its fire resistance limit according to the 3rd limit state of the structure for fire resistance.

Static part methodology provides for the calculation of changes in bearing capacity (by strength, strain value) heated structure during a standard fire test.

Design schemes

When calculating the fire resistance limit of a structure, the following design schemes are usually used:

The 1st design scheme (Fig. 3.1) is used when the fire resistance limit of the structure occurs as a result of its loss of heat-insulating ability (3rd limit state for fire resistance). Calculation on it is reduced to solving only the heat engineering part of the problem of fire resistance.

Rice. 3.1. The first calculation scheme. a - vertical fence; b - horizontal fence.

The 2nd design scheme (Fig. 3.2) is used when the fire resistance limit of the structure occurs as a result of the loss of its bearing capacity (when heated above the critical temperature - t cr of metal structures or working reinforcement of a reinforced concrete structure).

Rice. 3.2. The second calculation scheme. a - metal lined column; b - frame metal wall; c - reinforced concrete wall; g - reinforced concrete beam.

Critical - temperature - t cr load-bearing metal structure or working reinforcement of a bent reinforced concrete structure - the temperature of its heating, at which the yield strength of the metal, decreasing, reaches the value of the standard (working) stress from the standard (working) load on the structure, respectively.

Its numerical value depends on the composition (brands) metal, product processing technology and the value of the standard (working - the one that operates in the constructed building) load on the structure. The slower the yield strength of the metal decreases during heating and the smaller the external load on the structure, the higher the value of t cr, i.e., the higher P f of the structure.

There are structures, in particular, wooden structures, the destruction of which during a fire occurs as a result of a decrease in their cross-sectional area to a critical value - F cr when the wood is charred.

As a result, the voltage value - s from the external load in the remaining (working) part of the cross section of the structure increases, and when this value reaches the value of the standard resistance - R nt wood (corrected for temperature) the structure collapses, because its fire resistance limit state is reached (loss of bearing capacity), i.e. P f. For this case, 3 calculation scheme is used.

Calculation of the actual fire resistance of the structure according to 3rd design scheme is reduced to determining the point in time of the standard fire resistance test of the structure, upon reaching which (with a known rate of wood charring - n l) cross-sectional area - S designs (its bearing part) decreases to a critical value.

Rice. 3.3. The third calculation scheme. a - a wooden beam; b - reinforced concrete column.

According to this design scheme, it is also possible to calculate the actual fire resistance limit of the supporting reinforced concrete structure of the column with sufficient accuracy for practical purposes, assuming that the standard resistance (tensile strength) of concrete heated above the critical temperature is equal to zero, and within the critical area of \u200b\u200bthe "cross-section" is equal to the initial value - R n .

With the use of computers, 4 calculation scheme, which provides, simultaneously with the solution of the heat engineering part of the fire resistance problem, the calculation and changes in the bearing capacity of the structure until it is lost (i.e., before the onset of P f of the structure according to the first limit state for fire resistance - Fig. 3.5), when:

N t N n ; or M t =M n . (3.1)

where N t ; M t - bearing capacity of the heated structure, N; N×m;

N n ; M n - standard load (moment from the standard load on the structure) N, N × m.

According to this design scheme, the temperature is calculated using a PC at each point of the design grid (Fig. 3.5), superimposed on the cross section of the structure, at calculated time intervals (good convergence of the calculation results with the results of full-scale fire tests - with a counting step D t £ 0.1 min).

Simultaneously with the calculation of the temperature at each point of the computational grid, the PC also calculates the strength of the material at these points - at the same time points - at the corresponding temperatures (i.e. solves the static part of the fire resistance problem). At the same time, the PC sums up the strength characteristics of the materials of the structure at the points of the computational grid and thus determines the total bearing capacity, i.e. the bearing capacity of the structure as a whole at a given point in time of the standard fire resistance test of the structure.

Based on the results of such calculations, a graph of the change in the bearing capacity of the structure from the time of the fire test is built manually (or using a PC) (Fig. 3.4), according to which the actual fire resistance limit of the structure is determined.

Rice. 3.4. Change (reduction) in the bearing capacity of a structure (for example, a column) to the standard load when it is heated under the conditions of full-scale fire tests.

Thus, the 2nd and 3rd design schemes are special cases of the 4th.

As already mentioned, building structures that perform both load-bearing and enclosing functions are calculated according to both the 1st and 3rd limit states of the structure in terms of fire resistance. In this case, the 1st calculation scheme is used, as well as the 2nd, respectively. An example of such a design is a ribbed w/w floor slab, for which, according to the first design scheme, the time of onset of the 3rd limit state of the structure in terms of fire resistance is calculated - when the shelf is heated. Then, the time of onset of the 1st limit state of the structure in terms of fire resistance is calculated - as a result of heating the working reinforcement of the slab to - t cr - according to the 2nd design scheme - until the destruction of the slab due to a decrease in its bearing capacity (working reinforcement in ribs) to regulatory (working) loads.

Due to the insufficiency of the results of experimental and theoretical studies, the following main assumptions are usually introduced into the methodology for calculating the fire resistance limits of structures:

1) a separate structure is subjected to calculation - without taking into account its connections (joints) with other structures;

2) the vertical rod structure during a fire (fire full-scale test) is heated evenly over the entire height;

3) there is no heat leakage at the ends of the structure;

4) thermal stresses in the structure, which appeared as a result of its uneven heating (due to changes in the deformation properties of materials and different values of thermal expansion of material layers), missing.

Art. Lecturer of the Department of PBZiASP

Art. internal service lieutenant G.L. Shidlovsky

”______” _______________ 201_

Similar information.

TsNIISK them. Kucherenko Gosstroy of the USSR

to determine the limits of fire resistance of structures, the limits of the spread of fire on structures and groups

flammability of materials

(kSNiP II-2-80)

Moscow 1985

ORDER OF LABOR RED BANNER CENTRAL RESEARCH INSTITUTE OF BUILDING STRUCTURES them. V. A. KUCHERENKO SHNIISK nm. Kucherenko) GOSSTROY USSR

TO DETERMINE THE FIRE RESISTANCE LIMITS OF THE STRUCTURE,

FIRE PROPAGATION LIMITS BY STRUCTURES AND GROUPS

IGNITABILITY OF MATERIALS (K SNiP I-2-80)

Approved

Manual for determining the fire resistance limits of structures, the limits of fire propagation along structures and the flammability groups of materials (to SNiP II-2-80) / TsNIISK nm. Kucherenko.- M.: Stroyizdat, 1985.-56 p.

Developed for SNiP 11-2-80 "Fire safety standards for the design of buildings and structures." Reference data are given on the limits of fire resistance and the spread of fire on building structures made of reinforced concrete, metal, wood, asbestos cement, plastics and other building materials, as well as data on the flammability groups of building materials.

For engineering and technical workers of design, construction organizations and state fire supervision authorities.

Tab. 15, fig. 3.

3206000000-615 047(01)-85

Instruct.-norm. (I issue - 62-84

FOREWORD

This Manual was developed for SNiP 11-2-80 "Fire safety standards for the design of buildings and structures." It contains data on the standardized indicators of fire resistance and fire hazard of building structures and materials.

Sec. I benefits developed by TsNIISK them. Kucherenko (Doctor of Engineering Sciences Prof. I. G. Romanenkov, Candidate of Engineering Sciences V. N. Siegern-Korn). Sec. 2 developed by TsNIISK them. Kucherenko (Doctor of Engineering Sciences I. G. Romanenkov, Candidates of Engineering Sciences V. N. Siegern-Korn, L. N. Bruskova, G. M. Kirpichenkov, V. A. Orlov, V. V. Sorokin, engineers A. V. Pestritsky, | V. Y. Yashin |); NIIZhB (Doctor of Engineering Sciences V.V. Zhukov; Doctor of Engineering Sciences, Prof. A.F. Milovanov; Candidate of Physical and Mathematical Sciences A.E. Segalov, Candidates of Engineering Sciences. A. A. Gusev, V. V. Solomonov, V. M. Samoilenko, engineers V. F. Gulyaeva, T. N. Malkina); TsNIIEP them. Mezentseva (Candidate of Technical Sciences L. M. Schmidt, engineer P. E. Zhavoronkov); TsNIIPromzdanny (Candidate of Technical Sciences V. V. Fedorov, engineers E. S. Giller, V. V. Sipin) and VNIIPO (Doctor of Technical Sciences, Professor A. I. Yakovlev; Candidates of Technical Sciences V P. Bushev, S. V. Davydov, V. G. Olimpiev, N. F. Gavrikov, engineers V. Z. Volokhatykh, Yu. S. Kharitonov, L. V. Sheinina, V. I. Shchelkunov). Sec. 3 developed by TsNIISK them. Kucherenko (Doctor of Technical Sciences, Prof. I. G. Romanenkov, Candidate of Chemical Sciences N. V. Kovyrshina, engineer V. G. Gonchar) and the Institute of Mining Mechanics of the Academy of Sciences of Georgia. SSR (Candidate of Technical Sciences G. S. Abashidze, engineers L. I. Mirashvili, L. V. Gurchumelia).

When developing the Manual, materials from the TsNIIEP of housing and the TsNIIEP of educational buildings of Gosgrazhdanstroy, MIIT of the Ministry of Railways of the USSR, VNIISTROM and NIPIsilicatobeton of the USSR Ministry of Industry and Construction Materials were used.

The text of SNiP II-2-80 used in the Guidelines is in bold type. Its paragraphs are double numbered, numbering according to SNiP is given in brackets.

In cases where the information given in the Handbook is not sufficient to establish the relevant indicators of structures and materials, for advice and applications for fire tests, you should contact TsNIISK them. Kucherenko or NIIZhB Gosstroy of the USSR. The basis for establishing these indicators can also serve as the results of tests performed in accordance with the standards and methods approved or agreed by the USSR State Construction Committee.

Please send comments and suggestions on the Manual to the address: Moscow, 109389, 2nd Institutskaya st., 6, TsNIISK im. V. A. Kucherenko.

1. GENERAL PROVISIONS

1.1. The manual was compiled to help design, construction organizations and fire departments in order to reduce the time, labor and materials spent on establishing the fire resistance limits of building structures, the limits for the spread of fire over them and the flammability groups of materials standardized by SNiP II-2-80.

1.2. (2.1). Buildings and structures for fire resistance are divided into five degrees. The degree of fire resistance of buildings and structures is determined by the fire resistance limits of the main building structures and the limits of the spread of fire over these structures.

1.3. (2.4). Building materials according to flammability are divided into three groups: fireproof, slow-burning and combustible.

1.4. The fire resistance limits of structures, the limits of the spread of fire along them, as well as the flammability groups of materials given in this Guide, should be included in the designs of structures, provided that their execution fully complies with the description given in the Guide. The materials of the Handbook should also be used in the development of new designs.

2. BUILDING STRUCTURES.

FIRE RESISTANCE AND FIRE PROPAGATION LIMITS

2.1 (2.3). The fire resistance limits of building structures are determined according to the SEV 1000-78 standard “Fire-prevention standards for building design. Method for testing building structures for fire resistance.

The limit of the spread of fire on building structures is determined by the method given in Appendix. 2.

FIRE RESISTANCE LIMIT

2.2. The fire resistance limit of building structures is taken as the time (in hours or minutes) from the beginning of their standard fire test to the occurrence of one of the fire resistance limit states.

structures); in terms of thermal insulation capacity - an increase in temperature on an unheated surface by an average of more than 160 ° C or at any point on this surface by more than 190 ° C compared to the temperature of the structure before testing, or more than 220 ° C, regardless of the temperature of the structure before testing; by density - the formation of through cracks or through holes in structures through which combustion products or flames penetrate; for structures protected by fire-retardant coatings and tested without loads, the limit state will be the achievement of the critical temperature of the material of the structure.

For external walls, coverings, beams, trusses, columns and pillars, the limit state is only the loss of the bearing capacity of structures and nodes.

2.4. The limit states of structures in terms of fire resistance, specified in clause 2.3, in the future, for brevity, we will call, respectively, I, 11, 111 and IV limit states of the structure in terms of fire resistance.

In cases of determining the fire resistance limit under loads determined on the basis of a detailed analysis of the conditions that occur during a fire and differ from the normative ones, the limit state of the structure will be denoted as 1A.

2.5. The fire resistance limits of structures can also be determined by calculation. In these cases, the test may not be carried out.

The determination of the fire resistance limits by calculation should be carried out according to the methods approved by the Glavtekhnormirovanie Gosstroy of the USSR.

2.6. For an approximate assessment of the fire resistance limit of structures during their development and design, one can be guided by the following provisions:

a) the fire resistance limit of layered enclosing structures in terms of heat-insulating ability is equal to, and, as a rule, higher than the sum of the fire resistance limits of individual layers. It follows that an increase in the number of layers of the building envelope (plastering, cladding) does not reduce its fire resistance limit in terms of heat-insulating ability. In some cases, the introduction of an additional layer may not have an effect, for example, when facing with sheet metal from the unheated side;

b) the fire resistance limits of enclosing structures with an air gap are on average 10% higher than the fire resistance limits of the same structures, but without an air gap; the efficiency of the air layer is the higher, the more it is removed from the heated plane; with closed air gaps, their thickness does not affect the fire resistance limit;

c) fire resistance limits of enclosing structures with unsymmetrical

rial arrangement of layers depend on the direction of the heat flux. On the side where the likelihood of a fire is higher, it is recommended to place fireproof materials with low thermal conductivity;

d) an increase in the humidity of structures helps to reduce the heating rate and increase fire resistance, except in cases where an increase in humidity increases the likelihood of sudden brittle fracture of the material or the appearance of local punctures, this phenomenon is especially dangerous for concrete and asbestos-cement structures;

e) the fire resistance of loaded structures decreases with increasing load. The most intense section of structures exposed to fire and high temperatures, as a rule, determines the value of the fire resistance limit;

f) the fire resistance limit of the structure is the higher, the smaller the ratio of the heated perimeter of the section of its elements to their area;

g) the fire resistance limit of statically indeterminate structures, as a rule, is higher than the fire resistance limit of similar statically determinate structures due to the redistribution of efforts to less stressed and heated elements at a slower rate; in this case, it is necessary to take into account the influence of additional forces arising due to temperature deformations;

h) the flammability of the materials from which the structure is made does not determine its fire resistance limit. For example, structures made of thin-walled metal profiles have a minimum fire resistance limit, and structures made of wood have a higher fire resistance limit than steel structures with the same ratios of the heated perimeter of the section to its area and the magnitude of the acting stresses to the tensile strength or yield strength. At the same time, it should be borne in mind that the use of combustible materials instead of slow-burning or non-combustible ones can lower the fire resistance limit of the structure if its burnout rate is higher than the heating rate.

To assess the fire resistance limit of structures on the basis of the above provisions, it is necessary to have sufficient information about the fire resistance limits of structures similar to those considered in form, materials used and design, as well as information about the main patterns of their behavior in case of fire or fire tests.

2.7. In cases where in the table. 2-15, the fire resistance limits are indicated for the same type of structures of various sizes, the fire resistance limit of a structure having an intermediate size can be determined by linear interpolation. For reinforced concrete structures, interpolation should also be carried out according to the distance to the axis of the reinforcement.

FIRE LIMIT

2.8. (app. 2, p. 1). The test of building structures for the spread of fire consists in determining the extent of damage to the structure due to its burning outside the heating zone - in the control zone.

2.9. Damage is considered to be charring or burnout of materials that can be visually detected, as well as melting of thermoplastic materials.

The maximum size of damage (cm) is taken as the limit for the spread of fire, determined according to the test method set forth in Appendix. 2 to SNiP II-2-80.

2.10. For the spread of fire, structures are tested that are made using combustible and slow-burning materials, as a rule, without finishing and cladding.

Structures made only from non-combustible materials should be considered non-spreading fire (the limit of fire spread over them should be taken equal to zero).

If, during the test for the spread of fire, damage to structures in the control zone is not more than 5 cm, it should also be considered not to spread fire.

2.11: For a preliminary assessment of the limit of the spread of fire, the following provisions can be used:

a) structures made of combustible materials have a horizontal fire spread limit (for horizontal structures - ceilings, coatings, beams, etc.) of more than 25 cm, and vertically (for vertical structures - walls, partitions, columns, etc. . i.) - more than 40 cm;

b) structures made of combustible or slow-burning materials, protected from the effects of fire and high temperatures by non-combustible materials, may have a horizontal fire spread limit of less than 25 cm, and vertically less than 40 cm, provided that the protective layer during the entire test period (until the structure has completely cooled down) will not warm up in the control zone to the ignition temperature or the beginning of intensive thermal decomposition of the protected material. The structure may not spread fire, provided that the outer layer, made of non-combustible materials, during the entire test period (until the structure has completely cooled down) does not warm up in the heating zone to the ignition temperature or the beginning of intensive thermal decomposition of the protected material;

c) in cases where the structure may have a different fire spread limit when heated from different sides (for example, with an asymmetric arrangement of layers in the building envelope), this limit is set at its maximum value.

CONCRETE AND REINFORCED CONCRETE STRUCTURES

2.12. The main parameters that affect the fire resistance of concrete and reinforced concrete structures are: type of concrete, binder and aggregate; reinforcement class; construction type; cross section shape; element sizes; conditions for their heating; load and moisture content of concrete.

2.13. The increase in temperature in the concrete section of the element during a fire depends on the type of concrete, binder and aggregates, on the ratio of the surface on which the flame acts to the cross-sectional area. Heavy concretes with silicate aggregates warm up faster than those with carbonate aggregates. Lightweight and lightweight concretes warm up more slowly, the lower their density. The polymer binder, like the carbonate filler, reduces the heating rate of the concrete due to the decomposition reactions occurring in them, which consume heat.

Massive structural elements better resist the effects of fire; the fire resistance limit of columns heated from four sides is less than the fire resistance limit of columns with one-sided heating; the fire resistance limit of beams when exposed to fire from three sides is less than the fire resistance limit of beams heated from one side.

2.14. The minimum dimensions of the elements and the distance from the axis of the reinforcement to the surfaces of the element are taken according to the tables of this section, but not less than those required by the head of SNiP I-21-75 "Concrete and reinforced concrete structures".

2.15. The distance to the axis of the reinforcement and the minimum dimensions of the elements to ensure the required fire resistance of structures depend on the type of concrete. Lightweight concretes have a thermal conductivity of 10-20%, and concretes with large carbonate aggregates are 5-10% less than heavy concretes with silicate aggregates. In this regard, the distance to the reinforcement axis for a structure made of lightweight concrete or heavy concrete with carbonate filler can be taken less than for structures made of heavy concrete with silicate filler with the same fire resistance of structures made from these concretes.

The values of fire resistance, given in table. 2-b, 8 refer to concrete with coarse aggregates of silicate rocks, as well as to dense silicate concrete. When using filler from carbonate rocks, the minimum dimensions of both the cross section and the distance from the axes of the reinforcement to the surface of the bent element can be reduced by 10%. For lightweight concrete, the reduction can be 20% with a concrete density of 1.2 t/m 3 and 30% for bending elements (see tables 3, 5, 6, 8) with a concrete density of 0.8 t/m 3 expanded clay perlite concrete with a density of 1.2 t / m 3.

2.16. During a fire, the protective layer of concrete protects the reinforcement from rapid heating and reaching its critical temperature, at which the fire resistance limit of the structure occurs.

If the distance to the axis of the reinforcement adopted in the project is less than that required to ensure the required fire resistance of structures, it should be increased or additional heat-insulating coatings should be applied on the surfaces of the element exposed to fire 1. A thermal insulation coating of lime-cement plaster (15 mm thick), gypsum plaster (10 mm) and vermiculite plaster or mineral fiber thermal insulation (5 mm) is equivalent to a 10 mm increase in the thickness of a layer of heavy concrete. If the thickness of the protective layer of concrete is more than 40 mm for heavy concrete and 60 mm for light concrete, the protective layer of concrete must have additional reinforcement from the fire side in the form of a reinforcement mesh with a diameter of 2.5-3 mm (cells 150X150 mm). Protective heat-insulating coatings with a thickness of more than 40 mm must also have additional reinforcement.

In table. 2, 4-8 shows the distances from the heated surface to the reinforcement axis (Fig. 1 and 2).

Rice. 1. Distances to the reinforcement axis Fig. 2. Average distance to wasps*

fittings

In cases where the reinforcement is located at different levels, the average distance to the axis of the reinforcement a must be determined taking into account the areas of the reinforcement (L Lg, ... , L p) and the corresponding distances to the axes (Ob a-1 ..... Qn), measured from the nearest heating

of the lower (bottom or side) surfaces of the element, according to the formula

. . . , . „ 2 Ai a (

L|0| -j~ ldog ~f~ ■ . . +A p a p __ j°i_

L1+L2+L3 , . +L I 2 Ai

2.17. All steels reduce tensile or compressive strength

1 Additional heat-insulating coatings can be performed in accordance with the "Recommendations for the use of fire-retardant coatings for metal structures" - M .; Stroyizdat, 1984.

when heated. The degree of resistance reduction is greater for hardened high-strength reinforcing wire steel than for bar reinforcement made of low carbon steel.

The fire resistance limit of bending and eccentrically compressed elements with a large eccentricity in terms of loss of bearing capacity depends on the critical heating temperature of the reinforcement. The critical heating temperature of the reinforcement is the temperature at which the tensile or compression resistance decreases to the value of the stress that occurs in the reinforcement from the standard load.

2.18. Tab. 5-8 are drawn up for reinforced concrete elements with non-stressed and prestressed reinforcement, assuming that the critical heating temperature of the reinforcement is 500°C. This corresponds to reinforcing steels of classes A-I, A-N, A-1v, A-Shv, A-IV, At-IV, A-V, At-V. The difference in critical temperatures for other classes of fittings should be taken into account by multiplying those given in Table. 5-8 fire resistance limits per coefficient<р, или деля приведенные в табл. 5-8 расстояния до осей арматуры на этот коэффициент. Значения <р следует принимать:

1. For floors and coatings made of prefabricated reinforced concrete flat slabs, solid and multi-hollow, reinforced:

a) steel class A-III, equal to 1.2;

b) steels of classes A-VI, At-VI, At-VII, B-1, Vp-I, equal to 0.9;

c) high-strength reinforcing wire of classes V-P, Vr-P or reinforcing ropes of class K-7, equal to 0.8.

2. For. floors and roofs made of prefabricated reinforced concrete slabs with longitudinal bearing ribs "down" and box section, as well as beams, crossbars and purlins in accordance with the specified classes of reinforcement: a) (p = 1.1; b) q> => 0.95 ; c) cp = 0.9.

2.19. For structures made of any type of concrete, the minimum requirements for structures made of heavy concrete with a fire resistance of 0.25 or 0.5 hours must be met.

2.20. The fire resistance limits of load-bearing structures in table. 2, 4-8 and in the text are given for full standard loads with the ratio of the long-term part of the load G $ or to the full load Veer equal to 1. If this ratio is 0.3, then the fire resistance increases by 2 times. For intermediate values G 8e r/V B er the fire resistance limit is taken by linear interpolation.

2.21. The fire resistance limit of reinforced concrete structures depends on their static scheme of work. The fire resistance limit of statically indeterminate structures is greater than the fire resistance limit of statically determinable structures, if there is the necessary reinforcement in the places of action of negative moments. The increase in the fire resistance limit of statically indeterminate bending reinforced concrete elements depends on the ratio of the cross-sectional areas of the reinforcement above the support and in the span according to Table. one.

The ratio of the area of reinforcement above the support to the area of reinforcement in the span

Increasing the fire resistance limit of a bent statically indeterminate element, %. compared to the fire resistance of a statically determined element

Note. For intermediate area ratios, the increase in fire resistance is taken by interpolation.

The influence of the static indeterminacy of structures on the fire resistance limit is taken into account if the following requirements are met:

a) at least 20% of the top reinforcement required on the support should pass over the middle of the span;

b) the upper reinforcement above the extreme supports of a continuous system should be started at a distance of at least 0.4 / in the direction of the span from the support and then gradually break off (/ - the length of the span);

c) all upper reinforcement above the intermediate supports should continue to the span by at least 0.15 / and then gradually break off.

Bending elements embedded on supports can be considered as continuous systems.

2.22. In table. 2 shows the requirements for reinforced concrete columns made of heavy and light concrete. They include requirements for the dimensions of columns exposed to fire from all sides, as well as those located in walls and heated from one side. In this case, dimension b applies only to columns whose heated surface is flush with the wall, or to the part of the column protruding from the wall and bearing the load. It is assumed that there are no openings in the wall near the column in the direction of the minimum dimension b.

For solid round columns, the dimension b should be taken as their diameter.

Columns with the parameters given in table. 2, have an eccentrically applied load or load with random eccentricity when reinforcing columns of not more than 3% of the concrete cross section, with the exception of joints.

The fire resistance limit of reinforced concrete columns with additional reinforcement in the form of welded transverse meshes installed in increments of not more than 250 mm should be taken from Table. 2 by multiplying them by a factor of 1.5.

table 2

Type of concrete	Width b of the column and distance to the rebar reinforcement a	Minimum dimensions, mm, of reinforced concrete columns with fire resistance limits, h
Type of concrete





(Y® " 1.2 t / m 3)

2.23. The fire resistance limit of non-bearing concrete and reinforced concrete partitions and their minimum thickness / n are given in Table. 3. The minimum thickness of the baffles ensures that the temperature on the unheated surface of the concrete element will rise no more than 160°C on average and will not exceed 220°C in a standard fire test. When determining t n, additional protective coatings and plasters should be taken into account in accordance with the instructions in paragraphs. 2.16 and 2.16.

Table 3

2.24. For load-bearing solid walls, the fire resistance limit, wall thickness t c and distance to the reinforcement axis a are given in Table. 4. These data are applicable to reinforced concrete central and eccentric

compressed walls, provided that the total force is located in the middle third of the width of the cross section of the wall. In this case, the ratio of the height of the wall to its thickness should not exceed 20. For wall panels with platform support with a thickness of at least 14 cm, the fire resistance limits should be taken from Table. 4, multiplying them by a factor of 1.5.

Table 4

The fire resistance of ribbed wallboards should be determined by the thickness of the boards. The ribs must be connected to the plate with clamps. The minimum dimensions of the ribs and the distance to the axes of the reinforcement in the ribs must meet the requirements for beams and are given in Table. 6 and 7.

External walls made of two-layer panels, consisting of a protective layer with a thickness of at least 24 cm from coarse-pored expanded clay concrete of class B2-B2.5 (uv = 0.6-0.9 t / m 3) and a carrier layer with a thickness of at least 10 cm, with compressive stresses in it not more than 5 MPa, have a fire resistance limit of 3.6 hours.

When using combustible insulation in wall panels or ceilings, during the manufacture, installation or installation, protection of this insulation around the perimeter with non-combustible material should be provided.

Walls made of three-layer panels, consisting of two ribbed reinforced concrete slabs and insulation, made of fireproof or slow-burning mineral wool or fibrolite slabs with a total cross-sectional thickness of 25 cm, have a fire resistance limit of at least 3 hours.

External non-bearing and self-supporting walls made of three-layer solid panels (GOST 17078-71, as amended), consisting of outer (not less than 50 mm thick) and internal reinforced concrete layers and a middle layer of combustible insulation (PSB brand foam according to GOST 15588-70, as amended) ., etc.), have a fire resistance limit with a total cross-sectional thickness of 15-22 cm for at least 1 hour. For similar load-bearing walls with connecting layers with metal bonds with a total thickness of 25 cm

with an internal bearing layer of reinforced concrete M 200 with compressive stresses in it of not more than 2.5 MPa and a thickness of 10 cm or M 300 with compressive stresses in it of not more than 10 MPa and a thickness of 14 cm, the fire resistance limit is 2.5 hours.

The fire propagation limit for these structures is zero.

2.25. For tensioned elements, fire resistance limits, cross-sectional width b and distance to the reinforcement axis a are given in Table. 5. These data refer to tension elements of trusses and arches with non-tensioned and prestressed reinforcement, heated from all sides. The total cross-sectional area of the concrete of the element must be at least 2b 2 Mi R, where b mip is the corresponding size for b, given in Table. 5.

Table 5

Type of concrete

]Minimum cross-sectional width b and distance to the axis of the reinforcement a

Minimum dimensions of reinforced concrete tension elements, mm, with fire resistance limits, h

(y" \u003d 1.2 t / m 3)

2.26. For statically determined freely supported beams, heated from three sides, the fire resistance limits, the width of the beams b and the distance to the axis of the reinforcement a, flu. (Fig. 3) are given for heavy concrete in Table. 6 and for the lung (y in \u003d "1.2 t / m 3) in table. 7.

When heated on one side, the fire resistance limit of the beams is taken according to Table. 8 as for slabs.

For beams with sloping sides, the width b shall be measured at the center of gravity of the tension reinforcement (see Fig. 3).

When determining the fire resistance limit, holes in beam flanges may not be taken into account if the remaining cross-sectional area in the tension zone is not less than 2v 2,

To prevent spalling of concrete in the ribs of the beams, the distance between the clamp and the surface should not be more than 0.2 of the width of the rib * ra.

Minimum distance from

Rice. Reinforcement of beams and

distance to the reinforcement axis of the element surface to the axis

any reinforcing bar must be not less than required (Table 6) for a fire resistance limit of 0.5 h and not less than half a.

Table b

fire resistance limits. h	Mavyaylpyv dimensions of reinforced concrete beams, mm	The minimum width of the edge b w . mm

With a fire resistance limit of 2 or more hours, freely supported I-beams with a distance between the centers of gravity of the shelves of more than 120 cm must have end thickenings equal to the width of the beam.

For I-beams, in which the ratio of the flange width to the web width (see Fig. 3) b / b w is greater than 2, it is necessary to install transverse reinforcement in the rib. If the ratio b/b w is greater than 1.4, the distance to the axis of the reinforcement should be increased to 0.85aYb/bxa. For bjb v > 3, use Table. 6 and 7 are not allowed.

In beams with large shearing forces, which are perceived by clamps installed near the outer surface of the element, the distance a (Tables 6 and 7) also applies to clamps, provided they are located in areas where the calculated value of tensile stresses is greater than 0.1 of the compressive strength of concrete . When determining the fire resistance limit of statically indeterminate beams, the instructions of clause 2.21 are taken into account.

Table 7

Fire resistance limits, h	Beam width b and distance to the reinforcement axis a	Minimum dimensions of reinforced concrete beams, mm	Minimum rib width "V mm

The fire resistance limit of beams made of reinforced polymer concrete based on furfural-acetone monomer with & = | 160 mm and a = 45 mm, a «, = 25 mm, reinforced with class A-III steel, is 1 hour.

2.27. For freely supported slabs, the fire resistance limit, the thickness of the slabs /, the distance to the axis of the reinforcement a are given in Table. eight.

The minimum thickness of the slab t ensures the requirement for warming up: the temperature on an unheated surface adjacent to the floor will, on average, increase by no more than 160°C and will not exceed 220°C. Backfills and floors made of non-combustible materials are combined into the total thickness of the slab and increase its fire resistance limit. Combustible insulating layers laid on cement preparation do not reduce the fire resistance of the boards and can be used. Additional layers of plaster can be related to the thickness of the slabs.

The effective thickness of a hollow-core slab for evaluating fire resistance is determined by dividing the cross-sectional area of the slab, minus the void areas, by its width.

When determining the fire resistance limit of statically indeterminate slabs, clause 2.21 is taken into account. In this case, the thickness of the plates and the distance to the axis of the reinforcement must correspond to those given in Table. eight.

Limits of fire resistance of multi-hollow, including those with voids.

located across the span, and ribbed panels and decking with ribs upwards should be taken according to Table. 8, multiplying them by a factor of 0.9.

The fire resistance limits for heating two-layer slabs of light and heavy concrete and the required thickness of the layers are given in Table. 9.

Table 8

Type of concrete and characteristics of the slab		Minimum slab thickness t and distance to reinforcement axis a. mm	Fire resistance limits, c
Type of concrete and characteristics of the slab
	Plate thickness
	Support on two sides or along the contour at 1y / 1x ^ 1.5
	Contour support /„//*< 1,5
	Plate thickness
	Support on two sides or on a contour with /„//* ^ 1.5
	Support along contour 1 at Ch< 1,5

Table 9

If all the reinforcement is located at the same level, the distance to the axis of the reinforcement from the side surface of the plates must be at least the thickness of the layer given in tables b and 7.

2.28. During fire and fire tests of structures, concrete spalling can be observed in the event of its high humidity, which, as a rule, can be in structures immediately after their manufacture or during operation in rooms with high relative humidity. In this case, a calculation should be made according to the "Recommendations for the protection of concrete and reinforced concrete structures from brittle fracture in a fire" (M, Stroyizdat, 1979). If necessary, use the protective measures specified in these Recommendations or perform proof tests.

2.29. During control tests, the fire resistance of reinforced concrete structures should be determined at a concrete moisture content corresponding to its moisture content under operating conditions. If the humidity of concrete under operating conditions is unknown, then it is recommended to test the reinforced concrete structure after its storage in a room with a relative humidity of 60 ± 15% and a temperature of 20 ± 10 ° C for 1 year. To ensure the operational moisture content of concrete before testing the structures, it is allowed to dry them at an air temperature not exceeding 60°C.

STONE STRUCTURES

2.30. The fire resistance limits of stone structures are given in Table. ten.

2.31. If in column b of the table. 10 indicates that the fire resistance limit of stone structures is determined according to the II limit state, it should be considered that the I limit state of these structures occurs no earlier than II.

1 Walls and partitions made of solid and hollow ceramic and silicate bricks and stones according to GOST 379-79. 7484-78, 530-80

Walls made of natural, lightweight concrete and gypsum stones, lightweight brickwork filled with lightweight concrete, fireproof or slow-burning heat-insulating materials

Table 10

BENEFITS

TO DETERMINE THE FIRE RESISTANCE LIMITS OF STRUCTURES,

FIRE PROPAGATION LIMITS BY STRUCTURES AND GROUPS OF FIREABILITY OF MATERIALS

ATTENTION!!!

Developed for SNiP II-2-80 "Fire safety standards for the design of buildings and structures". Reference data are given on the limits of fire resistance and the spread of fire on building structures made of reinforced concrete, metal, wood, asbestos cement, plastics and other building materials, as well as data on the flammability groups of building materials.

For engineering and technical workers of design, construction organizations and state fire supervision authorities. Tab. 15, fig. 3.

FOREWORD

This Handbook has been developed for SNiP II-2-80 "Fire safety standards for the design of buildings and structures". It contains data on the standardized indicators of fire resistance and fire hazard of building structures and materials.

Section 1 of the manual was developed by TsNIISK them. Kucherenko (Doctor of Engineering Sciences Prof. I.G. Romanenkov, Candidate of Engineering Sciences V.N. Siegern-Korn). Section 2 was developed by TsNIISK im. Kucherenko (Doctor of Engineering Sciences I.G. Romanenkov, Candidates of Engineering Sciences V.N. Siegern-Korn, L.N. Bruskova, G.M. Kirpichenkov, V.A. Orlov, V.V. Sorokin, engineers A. V. Pestritsky, V. I. Yashin); NIIZhB (Doctor of Engineering Sciences V.V. Zhukov; Doctor of Engineering Sciences, Professor A.F. Milovanov; Candidate of Physical and Mathematical Sciences A.E. Segalov, Candidates of Engineering Sciences A.A. Gusev, VV Solomonov, VM Samoilenko, engineers VF Gulyaeva, TN Malkina); TsNIIEP them. Mezentsev (Ph.D. in Engineering Sciences L.M. Schmidt, engineer P.E. Zhavoronkov); TsNIIPromzdaniy (Candidate of Technical Sciences V.V. Fedorov, engineers E.S. Giller, V.V. Sipin) and VNIIPO (Doctor of Technical Sciences, Prof. A.I. Yakovlev; Candidates of Technical Sciences V.V. P. Bushev, S. V. Davydov, V. G. Olimpiyev, N. F. Gavrikov, engineers V. Z. Volokhatykh, Yu. A. Grinchik, N. P. Savkin, A. N. Sorokin, V. S. Kharitonov, L.V. Sheinina, V.I. Shchelkunov). Section 3 was developed by TsNIISK im. Kucherenko (Doctor of Technical Sciences, Prof. I.G. Romanenkov, Candidate of Chemical Sciences N.V. Kovyrshina, engineer V.G. Gonchar) and the Institute of Mining Mechanics of the Academy of Sciences of Georgia. SSR (Candidate of Technical Sciences G.S. Abashidze, engineers L.I. Mirashvili, L.V. Gurchumelia).

The text of SNiP II-2-80 used in the Guidelines is in bold type. Its paragraphs are double numbered, numbering according to SNiP is given in brackets.

Please send comments and suggestions on the Manual to the address: Moscow, 109389, 2nd Institutskaya st., 6, TsNIISK im. V.A. Kucherenko.

1. GENERAL PROVISIONS

1.1. The manual was compiled to help design, construction organizations and fire protection authorities in order to reduce the time, labor and materials spent on establishing the fire resistance limits of building structures, the limits of fire spread over them and the flammability groups of materials standardized by SNiP II-2-80.

1.2.(2.1). Buildings and structures for fire resistance are divided into five degrees. The degree of fire resistance of buildings and structures is determined by the fire resistance limits of the main building structures and the limits of the spread of fire over these structures.

1.3.(2.4). Building materials according to flammability are divided into three groups: fireproof, slow-burning and combustible.

2. BUILDING STRUCTURES. FIRE RESISTANCE AND FIRE PROPAGATION LIMITS

2.1(2.3). The fire resistance limits of building structures are determined according to the SEV 1000-78 standard "Fire safety standards for building design. Method for testing building structures for fire resistance."

The limit of the spread of fire on building structures is determined by the method given in Appendix 2.

FIRE RESISTANCE LIMIT

2.3. The SEV 1000-78 standard distinguishes the following four types of limit states for fire resistance: by loss of bearing capacity of structures and assemblies (collapse or deflection, depending on the type of structures); to thermal insulation. ability - temperature increase on an unheated surface by more than 160 °C on average or at any point on this surface by more than 190 °C compared to the temperature of the structure before the test, or more than 220 °C regardless of the temperature of the structure before the test; by density - the formation of through cracks or through holes in structures through which combustion products or flames penetrate; for structures protected by fire-retardant coatings and tested without loads, the limit state will be the achievement of the critical temperature of the material of the structure.

For external walls, coverings, beams, trusses, columns and pillars, the limit state is only the loss of the bearing capacity of structures and nodes.

2.4. The limit states of structures in terms of fire resistance, specified in clause 2.3, in the future, for brevity, we will call, respectively, I, II, III and IV limit states of the structure in terms of fire resistance.

2.5. The fire resistance limits of structures can also be determined by calculation. In these cases, the test may not be carried out.

The determination of the fire resistance limits by calculation should be carried out according to the methods approved by the Glavtekhnormirovanie Gosstroy of the USSR.

2.6. For an approximate assessment of the fire resistance limit of structures during their development and design, one can be guided by the following provisions:

c) the fire resistance limits of enclosing structures with an asymmetric arrangement of layers depend on the direction of the heat flow. On the side where the likelihood of a fire is higher, it is recommended to place fireproof materials with low thermal conductivity;

f) the fire resistance limit of the structure is the higher, the smaller the ratio of the heated perimeter of the section of its elements to their area;

2.7. In cases where in tables 2-15 the fire resistance limits are indicated for the same type of structures of various sizes, the fire resistance limit of a structure having an intermediate size can be determined by linear interpolation. For reinforced concrete structures, interpolation should also be carried out according to the distance to the axis of the reinforcement.

FIRE LIMIT

2.8. (Appendix 2, Clause 1). The test of building structures for the spread of fire consists in determining the extent of damage to the structure due to its burning outside the heating zone - in the control zone.

2.9. Damage is considered to be charring or burnout of materials that can be visually detected, as well as melting of thermoplastic materials.

The maximum damage size (cm) is taken as the limit for the spread of fire, determined according to the test method set forth in Appendix 2 to SNiP II-2-80.

2.10. For the spread of fire, structures are tested that are made using combustible and slow-burning materials, as a rule, without finishing and cladding.

Structures made only of non-combustible materials should be considered non-spreading fire (the limit of fire spread over them should be taken equal to zero).

If, during the fire propagation test, damage to structures in the control zone is no more than 5 cm, it should also be considered not to spread fire.

2.11. For a preliminary assessment of the limit of the spread of fire, the following provisions can be used:

CONCRETE AND REINFORCED CONCRETE STRUCTURES

2.14. The minimum dimensions of the elements and the distances from the axis of the reinforcement to the surfaces of the element are taken according to the tables of this section, but not less than those required by chapter SNiP II-21-75 "Concrete and reinforced concrete structures".

The fire resistance values given in Tables 2-6, 8 refer to concrete with coarse aggregate of silicate rocks, as well as to dense silicate concrete. When using filler from carbonate rocks, the minimum dimensions of both the cross section and the distance from the axes of the reinforcement to the surface of the bent element can be reduced by 10%. For lightweight concrete, the reduction can be 20% with a concrete density of 1.2 t / m 3 and 30% for bending elements (see tables 3, 5, 6, 8) with a concrete density of 0.8 t / m 3 and expanded clay perlite concrete with a density of 1.2 t / m 3.

2.16. During a fire, the protective layer of concrete protects the reinforcement from rapid heating and reaching its critical temperature, at which the fire resistance limit of the structure occurs.

If the distance to the axis of the reinforcement adopted in the project is less than required to ensure the required fire resistance of structures, it should be increased or additional heat-insulating coatings should be applied on the surfaces of the element exposed to fire *. A thermal insulation coating of lime-cement plaster (15 mm thick), gypsum plaster (10 mm) and vermiculite plaster or mineral fiber thermal insulation (5 mm) is equivalent to a 10 mm increase in the thickness of a layer of heavy concrete. If the thickness of the protective layer of concrete is more than 40 mm for heavy concrete and 60 mm for light concrete, the protective layer of concrete must have additional reinforcement from the fire side in the form of a reinforcement mesh with a diameter of 2.5-3 mm (cells 150x150 mm). Protective heat-insulating coatings with a thickness of more than 40 mm must also have additional reinforcement.

* Additional heat-insulating coatings can be performed in accordance with the "Recommendations for the use of fire-retardant coatings for metal structures" - M.; Stroyizdat, 1984.

Tables 2, 4-8 show the distances from the heated surface to the reinforcement axis (Fig. 1 and 2).

Fig.1. Distances to the reinforcement axis

Fig.2. Average distance to the reinforcement axis

In cases where the reinforcement is located at different levels, the average distance to the axis of the reinforcement a must be determined taking into account the areas of reinforcement ( A 1 , A 2 , …, A n) and their corresponding distances to the axes ( a 1 , a 2 , …, a n), measured from the nearest of the heated (bottom or side) surfaces of the element, according to the formula

2.17. All steels reduce tensile or compressive strength when heated. The degree of resistance reduction is greater for hardened high-strength reinforcing wire steel than for bar reinforcement made of low carbon steel.

2.18. Tables 5-8 are compiled for reinforced concrete elements with non-stressed and prestressed reinforcement, assuming that the critical heating temperature of the reinforcement is 500 °C. This corresponds to reinforcing steels of classes A-I, A-II, A-Iv, A-IIIv, A-IV, At-IV, A-V, At-V. The difference in critical temperatures for other classes of reinforcement should be taken into account by multiplying the fire resistance limits given in Tables 5-8 by the coefficient j or dividing the distances to the reinforcement axes given in Tables 5-8 by this coefficient. Values j should be taken:

1. For floors and roofs made of prefabricated reinforced concrete flat slabs, solid and multi-hollow, reinforced:

a) steel class A-III, equal to 1.2;

b) steels of classes A-VI, AT-VI, AT-VII, B-I, BP-I, equal to 0.9;

c) high-strength reinforcing wire of classes B-II, Vr-II or reinforcing ropes of class K-7, equal to 0.8.

2. For floors and roofs made of prefabricated reinforced concrete slabs with longitudinal bearing ribs "down" and box section, as well as beams, crossbars and purlins in accordance with the specified classes of reinforcement: a) j= 1.1; b) j= 0.95; in) j = 0,9.

2.19. For structures made of any type of concrete, the minimum requirements for structures made of heavy concrete with a fire resistance of 0.25 or 0.5 hours must be met.

2.20. The fire resistance limits of load-bearing structures in tables 2, 4-8 and in the text are given for full standard loads with the ratio of the long-term part of the load Gser to full load Vser equal to 1. If this ratio is 0.3, then the fire resistance increases by 2 times. For intermediate values Gser / Vser the fire resistance limit is taken by linear interpolation.

2.21. The fire resistance limit of reinforced concrete structures depends on their static scheme of work. The fire resistance limit of statically indeterminate structures is greater than the fire resistance limit of statically determinable structures, if there is the necessary reinforcement in the places of action of negative moments. The increase in the fire resistance limit of statically indeterminate bent reinforced concrete elements depends on the ratio of the cross-sectional areas of the reinforcement above the support and in the span according to Table 1.

Table 1

The ratio of the area of reinforcement above the support to the area of reinforcement in the span	Increase in the fire resistance limit of a bent statically indeterminate element, %, in comparison with the fire resistance limit of a statically determinable element

Note. For intermediate area ratios, the increase in fire resistance is taken by interpolation.

The influence of the static indeterminacy of structures on the fire resistance limit is taken into account if the following requirements are met:

a) at least 20% of the top reinforcement required on the support should pass over the middle of the span;

b) the upper reinforcement above the extreme supports of the continuous system must be installed at a distance of at least 0.4 l in the direction of the span from the support and then gradually break off ( l- span length);

c) all the upper reinforcement above the intermediate supports should continue to the span by at least 0.15 l and then gradually break off.

Bending elements embedded on supports can be considered as continuous systems.

2.22. Table 2 shows the requirements for reinforced concrete columns made of heavy and light concrete. They include requirements for the dimensions of columns exposed to fire from all sides, as well as those located in walls and heated from one side. At the same time, the size b applies only to columns whose heated surface is flush with the wall, or to the part of the column that protrudes from the wall and carries the load. It is assumed that there are no openings in the wall near the column in the direction of the minimum dimension. b.

For solid round columns as dimension b take their diameter.

Columns with the parameters given in Table 2 have an eccentrically applied load or a load with random eccentricity when reinforcing the columns is not more than 3% of the concrete cross section, with the exception of joints.

BENEFITS

TO DETERMINE THE FIRE RESISTANCE LIMITS OF STRUCTURES,

FIRE PROPAGATION LIMITS ON STRUCTURES

AND GROUPS OF IMMERSIBILITY OF MATERIALS

(approved by order of TsNIISK dated December 19, 1984 N 351/l with amendments in 2016)

2.21. The fire resistance limit of reinforced concrete structures depends on their static scheme of work. The fire resistance limit of statically indeterminate structures is greater than the fire resistance limit of statically determinable structures, if there is the necessary reinforcement in the places of action of negative moments. The increase in the fire resistance limit of statically indeterminate bent reinforced concrete elements depends on the ratio of the cross-sectional areas of the reinforcement above the support and in the span according to Table 1.

Table 1

#G0Ratio of the area of reinforcement above the support to the area of reinforcement in the span

Increase in the fire resistance limit of a bent statically indeterminate element, %, in comparison with the fire resistance limit of a statically determinable element

Note. For intermediate area ratios, the increase in fire resistance is taken by interpolation.

The influence of the static indeterminacy of structures on the fire resistance limit is taken into account if the following requirements are met:

A) at least 20% of the top reinforcement required on the support should pass over the middle of the span;

B) the upper reinforcement above the extreme supports of a continuous system should be wound up at a distance of at least 0.4 in the direction of the span from the support and then gradually break off (- span length);

C) all the upper reinforcement above the intermediate supports should continue to the span by at least 0.15 and then gradually break off.

Bending elements embedded on supports can be considered as continuous systems.

2.22. Table 2 shows the requirements for reinforced concrete columns made of heavy and light concrete. They include requirements for the dimensions of columns exposed to fire from all sides, as well as those located in walls and heated from one side. In this case, the dimension applies only to columns whose heated surface is flush with the wall, or to the part of the column protruding from the wall and bearing the load. It is assumed that there are no openings in the wall near the column in the direction of the minimum dimension.

For solid round columns, their diameter should be taken as the size.

table 2

Parties

2.23. The fire resistance limit of non-bearing concrete and reinforced concrete partitions is given in Table 3. The minimum thickness of the baffles ensures that the temperature on the unheated surface of the concrete element rises by no more than 160°C on average and does not exceed 220°C in a standard fire test. When determining, additional protective coatings and plasters should be taken into account in accordance with the instructions of paragraphs 2.15 and 2.16.

Table 3

#G0Concrete type Minimum partition thickness, mm, with fire resistance limits, h

0,25 0,5 0,75 1 1,5 2 2,5 3

Light (=1.2 t/m)

Cellular (=0.8 t/m) -

2.24. For load-bearing solid walls, the fire resistance limit, wall thickness are given in Table 4. These data are applicable to reinforced concrete centrally and eccentrically compressed walls, provided that the total force is located in the middle third of the width of the wall cross section. In this case, the ratio of the height of the wall to its thickness should not exceed 20. For wall panels with platform support with a thickness of at least 14 cm, the fire resistance limits should be taken from Table 4, multiplying them by a factor of 1.5.

Table 4

#G0Type of concrete Thickness

And the distance

Up to the reinforcement axis Minimum dimensions of reinforced concrete walls, mm, with fire resistance limits, h

0,5 1 1,5 2 2,5 3

(=1.2 t/m) 100

10 15 20 30 30 30

The fire resistance of ribbed wallboards should be determined by the thickness of the boards. The ribs must be connected to the plate with clamps. The minimum dimensions of the ribs and the distances to the reinforcement axes in the ribs must meet the requirements for beams and are given in tables 6 and 7.

External walls made of two-layer panels, consisting of a protective layer with a thickness of at least 24 cm of coarse-pored expanded clay concrete of class B2-B2.5 (= 0.6-0.9 t / m) and a carrier layer with a thickness of at least 10 cm, with compressive stresses of it is not more than 5 MPa, have a fire resistance limit of 3.6 hours.

Walls made of three-layer panels, consisting of two ribbed reinforced concrete slabs and insulation, made of fireproof or slow-burning mineral wool or fiberboard slabs with a total cross-sectional thickness of 25 cm, have a fire resistance limit of at least 3 hours.

External non-bearing and self-supporting walls made of three-layer solid panels (GOST 17078-71 as amended), consisting of outer (not less than 50 mm thick) and inner concrete reinforced layers and a middle layer of combustible insulation (foam plastic grade PSB according to # M12293 0 901700529 3271140448 1791701854 4294961312 4293091740 1523971229 247265662 4292033675 557313239GOST 15588-70#S as amended, etc.), have a fire resistance limit with a total cross-sectional thickness of 15-22 cm for at least 1 hour. , with an internal bearing layer of reinforced concrete M 200 with compressive stresses in it of not more than 2.5 MPa and a thickness of 10 cm or M 300 with compressive stresses in it of not more than 10 MPa and a thickness of 14 cm, the fire resistance limit is 2.5 hours.

The fire propagation limit for these structures is zero.

2.25. For tensioned elements, the fire resistance limits, the width of the cross section and the distance to the axis of the reinforcement are given in Table 5. These data refer to tension elements of trusses and arches with non-tensioned and prestressed reinforcement, heated from all sides. The total concrete cross-sectional area of the element must be at least, where is the corresponding dimension for given in Table 5.

Table 5

#G0Concrete type

Minimum cross-sectional width and distance to the reinforcement axis Minimum dimensions of reinforced concrete tension members, mm, with fire resistance limits, h

0,5 1 1,5 2 2,5 3

25 40 55 65 80 90

25 35 45 55 65 70

2.26. For statically defined freely supported beams heated from three sides, the fire resistance limits are given for heavy concrete in Table 6 and for light concrete in Table 7.

Table 6

#G0Fire resistance limits, h

Minimum

Rib width, mm

40 35 30 25 1,5

65 55 50 45 2,5

90 80 75 70 Table 7

#G0Fire resistance limits, h

Beam width and distance to reinforcement axis Minimum dimensions of reinforced concrete beams, mm

Minimum rib width, mm

40 30 25 20 1,5

55 40 35 30 2,0

65 50 40 35 2,5

90 75 65 55 2.27. For freely supported slabs, the fire resistance limit in Table 8.

Table 8

#G0Concrete type and slab characteristics

Minimum thickness of the slab and distance to the reinforcement axis, mm Fire resistance limits, h

0,2 0,5 1 1,5 2 2,5 3

Board thickness 30 50 80 100 120 140 155

Support on two sides or contour at 1.5

Contour support 1.5 10

(1.2 t/m) Board thickness 30 40 60 75 90 105 120

Support on two sides or on a contour at 1.5 10

Contour support 1.5 10

The fire resistance limits of multi-hollow, including those with voids located across the span, and ribbed panels and decking with ribs upwards should be taken from Table 8, multiplying them by a factor of 0.9.

The fire resistance limits for heating two-layer slabs of light and heavy concrete and the required thickness of the layers are given in Table 9.

Table 9

#G0Position of concrete on the side of fire impact

Minimum layer thicknesses

from the lung and

From heavy concrete, mm Fire resistance limits, h

0,5 1 1,5 2 2,5 3

25 35 45 55 55 55

20 20 30 30 30 30

STONE STRUCTURES

2.30. The fire resistance limits of stone structures are given in Table 10.

Table 10

#G0N p.p. Brief description of the structure Scheme (section) of the structure Dimensions, cm Fire resistance limit, h Limit state for fire resistance (see clause 2.4)

1 Стены и перегородки из сплошных и пустотелых керамических и силикатных кирпича и камней по #M12293 0 871001065 3271140448 181493679 247265662 4292033671 3918392535 2960271974 827738759 4294967268ГОСТ 379-79#S, #M12293 1 901700265 3271140448 1662572518 247265662 4292033671 557313239 2960271974 3594606034 42930879867484-78#S, #M12293 2 871001064 3271140448 1419878215 247265662 4292033671 3918392535 2960271974 827738759 4294967268530-80#S 6.5 0.75 II

2 Walls made of natural, lightweight concrete and gypsum stones, lightweight brickwork filled with lightweight concrete, fireproof or slow-burning heat-insulating materials 6 0.5 II

3 Walls made of vibro-brick reinforced panels made of silicate and ordinary clay bricks with continuous support on the mortar and at medium stresses with the main combination of only vertical standard loads:

A) 30 kgf/cm

B) 31-40 kgf/cm

C) >40 kgf/cm

(according to test results)

Half-timbered walls and partitions made of bricks, concrete and natural stones with a steel frame:

A) insecure

See table 11

B) placed in the thickness of the wall with unprotected walls or shelves of frame elements

C) protected by plaster on a steel wall

D) lined with bricks with a lining thickness

Partitions made of hollow ceramic stones with a thickness determined minus voids 3.5 0.5

Brick columns and pillars with a section = 25x25

BEARING METAL STRUCTURES

2.32. fire resistance limits of load-bearing metal structures are given in Table 11.

Table 11

#G0N p.p. Brief description of structures Structure diagram (section) Dimensions, cm Fire resistance limit, h Limit state for fire resistance (see clause 2.4)

Steel beams, girders, girders and statically defined trusses, with slabs and flooring supported on the upper chord, as well as columns and racks without fire protection with the reduced metal thickness indicated in column 4 = 0.3 0.12

Steel beams, girders, girders and statically determinate trusses when slabs and floorings are supported on the lower chords and flanges of the structure with the metal thickness of the lower chord specified in column 4 0.5

Steel beams of floors and structures of stairs with fire protection on a grid with a layer of concrete or plaster 1

4 Steel structures with fire protection from heat-insulating plaster filled with perlite sand, vermiculite and granulated wool with the thickness of the plaster indicated in column 4 and with the minimum thickness of the section element, mm

4,5-6,5 2,5 0,75

10,1-15 1,5 0,75

20,1-30 0,8 0,75

5 Steel racks and columns with fire protection

A) from plaster on a grid or from concrete slabs 2.5 0.75 IV

2.5 b) from solid ceramic and silicate bricks and stones 6.5

C) from hollow ceramic and silicate bricks and stones

D) from gypsum boards

D) from expanded clay slabs

Steel structures with fire protection:

A) intumescent coating VPM-2 (#M12291 1200000327 GOST 25131-82#S) at a consumption of 6 kg/m3 and with a coating thickness after drying of at least 4 mm

B) fire-retardant phosphate coating on steel (according to #M12291 1200000084GOST 23791-79#S) 1

Membrane type coating:

A) from steel grade St3kp with a sheet thickness of 1.2 mm

B) from aluminum alloy AMG-2P with a membrane thickness of 1 mm;

The same, with a fire-retardant intumescent coating* VPM-2 with a flow rate of 6 kg/m. 0.6

2.35. The fire resistance limit of unprotected steel fasteners, installed for structural reasons without calculation, should be taken equal to 0.5 hours.

BEARING WOODEN STRUCTURES.

2.36. The fire resistance limits of load-bearing wooden structures are indicated in Table 12.

Table 12

#G0N p.p. Brief description of the structure Scheme (section) of the structure Dimensions, cm Fire resistance limit, h Limit state for fire resistance (see clause 2.4)

1 Wooden walls and partitions, plastered on both sides, with a plaster layer thickness of 2 cm 10 0.6 I, II

2 Wooden frame walls and partitions, plastered or sheathed on both sides with sheet fire-retardant or fireproof materials at least 8 mm thick, with void filling:

A) combustible materials 0.5 I, II

B) fireproof materials

0.75 3 Wooden floors with rolling or hemming and plaster on shingles or mesh with a plaster thickness of 2 cm

Ceilings on wooden beams when rolling from non-combustible materials and protected by a layer of gypsum or plaster with a thickness

Glued wooden beams of rectangular section for coatings of industrial buildings. Series 1.462-2, issue 1, 2

Wooden glued beams, gable and single-slope cantilever. Series 1.462-6

Glued wooden beams with a corrugated plywood wall

Regardless of size

Laminated wooden frames made of rectilinear elements and curved glued frames

Glued columns of rectangular section, loaded with eccentricity, with a load of 28 tons

Columns and pillars, glued and solid wood, protected with plaster 20

COATINGS AND FLOORS WITH SUSPENDED CEILINGS.

2.41. (2.2 table 1, note 1). The fire resistance limits of coatings and ceilings with suspended ceilings are established as for a single structure.

2.42. The fire resistance limits of coatings and ceilings with steel and reinforced concrete load-bearing structures and suspended ceilings, as well as the limits of fire propagation along them, are given in Table 13.

Table 13

Construction scheme

Dimensions, cm

Fire resistance limit, h

Fire spread limit, cm

Steel or reinforced concrete from heavy concrete load-bearing structures of roofs and ceilings (beams, girders, crossbars and statically determined trusses) when supporting slabs and floorings made of fireproof materials along the upper chord, with suspended ceilings with a minimum ceiling thickness B specified in column 4, with frame made of metal thin-walled profiles:

A) filling - gypsum decorative boards reinforced with fiberglass; frame - steel, hidden

B) filling - gypsum decorative boards, reinforced with fiberglass, frame - steel, hidden

C) filling - gypsum decorative boards, reinforced with fiberglass, perforated, perforation area 4.6%; frame - steel, hidden

D) filling - gypsum-perlite decorative plates, reinforced with fiberglass; frame - steel, open, filled inside with gypsum bars

E) filling - gypsum decorative slabs, not reinforced, perforated, perforation area 2.4%; frame - steel, open

E) filling - gypsum perforated decorative plates reinforced with asbestos waste; frame - steel, open, filled inside with mineral wool

G) filling - gypsum cast sound-absorbing slabs filled with mineral wool; frame - steel, open

I) filling - gypsum cast sound-absorbing slabs filled with thresholds; frame - steel, open

K) filling - gypsum cast sound-absorbing slabs filled with thresholds; frame - steel, open, filled inside with mineral wool

0.8+2.2 1.5 0 IV

K) filling - rigid mineral wool boards of the Akmigran type with steel dowels for sealing the seams; frame - steel, hidden

M) filling - rigid mineral wool boards of the Akmigran type with steel dowels for sealing the seams; frame - steel, open

H) filling - rigid mineral wool boards of the Akmigran type with steel dowels for sealing the seams; frame - aluminum, hidden

P) filling - rigid mineral wool boards of the Akmigran type without dowels for sealing joints; frame - aluminum, hidden

P) filling - rigid vermiculite plates; frame - steel, open, filled inside with mineral wool

C) filling - stamped steel panels filled with semi-rigid mineral wool boards on a synthetic binder; frame - steel, hidden

T) filling - semi-rigid mineral wool boards on a synthetic binder, laid on a steel mesh with cells up to 100 mm

Y) two-layer filling, the top layer - semi-rigid mineral wool boards on a synthetic binder, laid on a steel mesh with cells up to 100 mm, the bottom - fiberglass boards, laid on a decorative aluminum sheet

F) filling - asbestos-cement-perlite slabs; frame - steel, open

X) filling - plasterboard sheets according to #M12293 0 1200003005 3271140448 2609519369 247265662 4292033676 3918392535 2960271974 915120455 970032995 GOST 6266-81; frame - steel, open

C) filling - aluminum sheets coated with VPM-2 composition; frame - steel, hidden

W) filling - steel sheets without fire-retardant coating; frame - steel, open

Prestressed heavy concrete ribbed reinforced concrete floor or roof slabs with suspended ceilings with a minimum ceiling infill thickness specified in column 4, with an open frame of thin-walled steel profiles:

A) filling - asbestos-cement-perlite slabs

B) filling - hard vermiculite boards

ENVIRONMENTAL STRUCTURES USING METAL, WOOD,

ASBESTOCEMENT, PLASTIC AND OTHER EFFECTIVE MATERIALS.

2.43. The limits of fire resistance and the spread of fire along building envelopes using metal, wood, asbestos cement, plastics and other effective materials are given in Table 14, the data given in Table 12 for walls and partitions made of wood should also be taken into account.

2.44. When establishing the fire resistance limits of external walls made of hinged panels, it should be taken into account that their fire resistance limit state can occur not only due to the onset of the fire resistance limit state of the panels themselves, but also the loss of the bearing capacity of the structures to which the panels are attached - crossbars, fachwerk elements, ceilings. Therefore, the fire resistance limit of external walls made of hinged panels with metal sheathing, which, as a rule, are used in combination with a metal frame without fire protection, is taken equal to 0.25 h, except in cases where the collapse of the panels occurs earlier (see paragraphs 1- 5, Table 14).

If hinged wall panels are attached to other structures, including metal structures with fire protection, and the attachment points are protected from fire, then the fire resistance limit of such walls must be established experimentally. When establishing the fire resistance limit of walls made of hinged panels, it is allowed to assume that the destruction of steel fastening elements unprotected from fire, the dimensions of which are taken on the basis of the results of strength calculations, occurs after 0.25 hours, and the fastening elements, the dimensions of which are taken for structural reasons (without calculation), occurs after 0.5 h.

Table 14

Brief description of the design

Construction scheme (section)

Dimensions, cm

Fire resistance limit, h

Fire spread limit, cm

Limit state for fire resistance (see clause 2.4.)

Exterior walls

1 Exterior walls made of hinged panels with metal sheathing:

A) from three-layer frameless panels with profiled steel skins in combination with combustible foam insulation (see clause 2.44)

B) the same, in combination with slow-burning foam insulation

C) the same, from three-layer frameless panels with aluminum profiled skins in combination with combustible foam insulation

D) the same, in combination with slow-burning foam insulation

2 Exterior walls made of hinged three-layer panels with external sheathing made of profiled steel sheet, internal sheathing made of fibreboard with insulation from phenol-formaldehyde foam plastic FRP-1, regardless of the bulk density of the latter

3 Exterior walls made of hinged three-layer panels with external sheathing made of profiled steel sheet with internal sheathing made of asbestos-cement sheets and insulation made of polyurethane foam compound PPU-317

4 External metal walls of buildings of layer-by-layer assembly with insulation from glass and mineral wool boards, including increased rigidity, and internal lining from non-combustible materials

External metal walls made of hinged two-layer panels with internal lining made of non-combustible and slow-burning materials and insulation made of slow-burning foam plastics

Exterior walls made of hinged asbestos-cement extrusion hollow panels and with filling voids with mineral wool boards

External walls made of hinged three-layer frame panels with sheathing made of asbestos-cement sheets 10 mm thick *:

A) with a frame made of asbestos-cement profiles and a heater made of fireproof or slow-burning mineral wool boards when the skins are fastened to the frame with steel screws

B) the same, with PSVS polystyrene foam insulation

C) with a wooden frame and insulation made of fireproof or slow-burning materials

D) with a metal frame without insulation

E) according to #M12291 1200000366GOST 18128-82#S

Наружные стены из навесных панелей с наружной обшивкой из полиэфирного стеклопластика ПН-1C или ПН-67, с внутренней обшивкой из двух листов гипсокартонных по #M12293 0 1200003005 3271140448 2609519369 247265662 4292033676 3918392535 2960271974 915120455 970032995ГОСТ 6266-81#S с изм. and with insulation made of phenol-formaldehyde foam grade FRP-1 (when the panels are located in reinforced concrete and brick loggias)

Exterior walls made of hinged three-layer panels with sheathing made of asbestos-cement sheets and insulation made of pressed rice straw slabs (riplite)

External and internal walls made of arbolite grade M-25, bulk density 650 kg/m2, plastered with cement-sand plaster on both sides with cement-sand sides*

_______________

* The text corresponds to the original. - Note "CODE".

Partitions

Fiberboard or gypsum-slag partitions with a wooden frame, plastered on both sides with a cement-sand mortar with a layer thickness of at least 1.5 cm

Gypsum and gypsum fiber partitions with a content of organic substances evenly distributed over the volume of structures up to 8% by weight 5

Partitions made of hollow glass blocks, glass profiles, including when filling voids with mineral wool boards

Partitions made of asbestos-cement extrusion panels, with grouting of joints with cement-sand mortar

A) empty

B) when filling voids with insulation made of slow-burning or non-combustible materials<12

Partitions made of three-layer panels on a wooden frame with sheathing on both sides with asbestos-cement sheets and with a middle layer of mineral wool boards 8

Three-layer partitions made of plasterboard sheets according to #M12293 0 1200003005 3271140448 2609519369 247265662 4292033676 3918392535 2960271974 915120455 970032995 GOST 1#S1996-8 10 mm thick

A) on a wooden frame with mineral wool insulation

B) the same, empty

C) on a metal frame with mineral wool insulation

D) the same, empty

Partitions from plasterboard sheets according to #M12293 0 1200003005 3271140448 2609519369 247265662 4292033676 3918392535 2960271974 915120455 970032995 GOST 6266-81 #S rev. 14 mm thick, hollow:

A) on a metal frame

B) on a wooden frame

The same, with a middle layer of mineral wool boards:

A) on a metal frame

B) on an asbestos-cement frame

B) on a wooden frame

Partitions are hollow partitions with two sides sheets with plasterboard with gypsum-plated according to #m12293 0 1200003005 327140448 2609519369 24726562 4292033676 3918392535 2960271974 91512045 970032995 GODY 6266-81 #S with a lot of 14 mm.

A) on a metal frame

B) on an asbestos-cement frame

B) on a wooden frame

Partitions made of three-layer panels with gypsum-cement sheathing on both sides 15 mm thick and a middle layer of mineral wool boards with a transverse arrangement of fibers

Partitions made of three-layer panels with sheathing made of aluminum sheets and a middle layer of perlite-plastic concrete with a bulk density of 150 kg/m

Partitions made of three-layer panels with sheathing on both sides of cement-bonded particle boards (DSP) 10 mm thick

A) hollow with a frame made of metal or asbestos-cement profiles

B) hollow on a wooden frame

C) with insulation made of mineral wool boards with a frame made of metal or asbestos-cement profiles

D) with mineral wool insulation on a wooden frame

Partitions made of three-layer panels with cladding made of steel sheets 1 mm thick and a middle layer of honeycomb boards

Partitions made of gypsum concrete panels on a wooden frame with grouting joints with cement-sand mortar

Coatings and floors

Coatings from three-layer panels with sheathing from galvanized steel profiled sheets with a thickness of 0.8-1 mm:

Coatings made of double-layer panels with external sheathing of profiled steel sheet:

A) with PSF-VNIIST foam insulation and fiberglass bottom lining, painted with water-based paint VA-27, 0.5 mm thick

B) with insulation made of FRP-1 foam plastic filled with glass pore and fiberglass cladding on the bottom

Coatings from two-layer panels with an internal load-bearing steel profiled sheet, with gravel backfill 20 mm thick over a waterproofing carpet:

A) with combustible foam insulation

B) with insulation made of flame-retardant foam plastics

Coatings based on profiled steel sheet with rolled roofing and gravel backfill 20 mm thick and with

Thermal insulation:

A) from slab combustible foam

B) from mineral wool slabs of increased rigidity and slabs from perlitoplast concrete

C) from perlite-phosphogel and calibrated cellular concrete slabs

Coatings from frame slabs, including trussed type, with sheathing from flat and corrugated asbestos-cement sheets:

A) insulation made of mineral wool boards and a frame made of asbestos-cement channels or metal

0,25

0

I

b) with a heater made of phenol-formaldehyde foam grade FRP-1 and a frame made of wood, asbestos-cement channels or metal

14

0,25

<25

I

30

Coatings from extruded asbestos-cement panels 120 mm thick with filling of voids with mineral wool boards 12

0,25

0

I

18

0,5

0

I

31

Coatings from three-layer frame panels with a wooden frame of massive section, fireproof roof, with bottom filing from asbestos-cement-perlite sheets and insulation from glass wool or mineral wool boards

23

0,75

<25

I

32

Coatings made of glued wood frame boards with a span of up to 6 m with plywood sheathing 12 and 8 mm thick, a glued wood frame and mineral wool insulation

22

0,25

>25

I

33

Claddings made of frameless boards with plywood or chipboard sheathings with foam insulation

12

<0,25

>25

I

34

Coatings from slabs of the AKD type without insulation with a wooden frame and with a bottom sheathing of asbestos cement

14

0,5

<25

I

35

Coverings and ceilings made of slabs with a span of 6 m with glued timber ribs with a cross section of 140x360 mm and flooring from boards 50 mm thick

11

0,75

>25

I

36

Ceilings from wood concrete panels with a concrete substrate in the stretched zone with a protective layer of working reinforcement 10 mm

18

1

0

I

doors

37

Fireproof steel doors filled with fireproof mineral wool boards, thickness 5

1

II, III

8

1,3

II, III

9,5

1,5

II, III

38

Doors with steel hollow (with air gaps) panels

-

0,5

III

39

Doors with wooden panels with a thickness sheathed on asbestos cardboard with a thickness of at least 5 mm with overlapping roofing steel 3

1

II, III

4

1,3

II, III

5

1,5

II, III

40

Thick doors with panels made of carpentry board, deeply impregnated with flame retardants 4

0,6

II, III

6

1

II, III

Window

41

Filling openings with hollow glass blocks when laying them on cement mortar and reinforcing horizontal joints with a block thickness of 6

1,5

-

III

10

2

-

III

42

Filling openings with single steel or reinforced concrete sashes with reinforced glass when attaching glass with steel cotter pins, clasps or wedge clamps

0,75 -

III

43

Same, double bound

1,2

-

III

44

Filling openings with single steel or reinforced concrete sashes with reinforced glass when fixing glass with steel corners

0,9

-

III

45

Filling openings with single steel or reinforced concrete sashes with tempered glass when attaching glass with steel cotter pins or clasps 0.25

-

III

3. BUILDING MATERIALS. FLAMMABILITY GROUPS.

3.2. Table 15 shows the flammability groups of various types of building materials.

3.3. Fireproof, as a rule, includes all natural and artificial inorganic materials, as well as metals used in construction.

Table 15

#G0N p.p. Material name

Code of technical documentation for the material Flammability group

1

Plywood

GOST 3916-69

Combustible

bakelized

#M12291 1200008199GOST 11539-83#S

"

birch

GOST 5.1494-72 with amend.

"

decorative

#M12291 1200008198GOST 14614-79#S

"

2

Chipboards

#M12293 0 1200005273 3271140448 1968395137 247265662 4292428371 557313239 2960271974 3594606034 4293087986GOST 10632-77#S with rev.

combustible

3

Wood fiber boards

#M12293 0 9054234 3271140448 3442250158 4294961312 4293091740 3111988763 247265662 4292033675 557313239GOST 4598-74#S with rev.

"

4

Wood-mineral boards

TU 66-16-26-83

fire-retardant

5

Laminated decorative plastic

#M12291 901710663GOST 9590-76#S with amend.

combustible

6

Plasterboard sheets

#M12293 0 1200003005 3271140448 2609519369 247265662 4292033676 3918392535 2960271974 915120455 970032995GOST 6266-81#S with rev.

fire-retardant

7

Gypsum fiber sheets

TU 21-34-8-82

"

8

Cement particle boards

TU 66-164-83

"

9

Organic structural glass

GOST 15809-70E with amend.

combustible

technical

#M12293 0 1200020683 0 0 0 0 0 0 0 0GOST 17622-72E#S with amend.

"

10

Structural fiberglass

#M12291 1200020655GOST 10292-74#S with amend.

flame retardant

11

Fiberglass polyester sheet

MRTU 6-11-134-79

combustible

12

Fiberglass rolled on perchlorvinyl varnish

TU 6-11-416-76

flame retardant

13

Polyethylene film

#M12291 1200006604GOST 10354-82#S

Combustible

14

Polystyrene film

#M12291 1200020667GOST 12998-73#S with amend.

"

15

Roofing glassine

#M12291 9056512GOST 2697-75#S

combustible

16

Ruberoid

#M12291 871001083GOST 10923-82#S

"

17

Rubber gaskets

#M12291 901710453GOST 19177-81#S

"

18

Folgoizol

#M12291 901710670GOST 20429-75#S with amend.

"

19

Enamel HP-799 on chlorosulfonated polyethylene

TU 84-618-75

flame retardant

20

Bitumen-polymer mastic BPM-1

TU 6-10-882-78

"

21

Divinylstyrene sealant

TU 38405-139-76

combustible

22

Epoxy-coal mastic

TU 21-27-42-77

Combustible

23

Glasspore

TU 21-RSFSR-2.22-74

Incombustible

24

Perlite-phosphogel heat-insulating plates

GOST 21500-76

Fireproof

25

Heat-insulating slabs and mats made of mineral wool on a synthetic binder grades 50-125

#M12291 1200000313GOST 9573-82#S

fire-retardant

26

Mineral wool mats

#M12291 1200000732GOST 21880-76#S

"

27

Heat-insulating plates made of polystyrene foam

#M12293 0 901700529 3271140448 1791701854 4294961312 4293091740 1523971229 247265662 4292033675 557313239GOST 15588-70#S with rev.

combustible

28

Heat-insulating boards made of foam plastics based on resole phenol-formaldehyde resins. Polyfoam FRP-1 density, kg/m:

#M12291 901705030GOST 20916-75#S

80 and over

flame retardant

less than 80

combustible

29

Polyurethane foams:

PPU-316

TU 6-05-221-359-75

"

PPU-317

TU 6-05-221-368-75

"

30

PVC foam grade

PV-1

TU 6-06-1158-77

combustible

PVC-1

TU 6-05-1179-75

"

31

Polyurethane foam gaskets GOST 10174-72

combustible