Snip load-bearing walls made of porous ceramic blocks. Stone and reinforced masonry structures. Acceptance of stone structures

SNiP II-22-81

BUILDING REGULATIONS

STONE AND REINFORCED STONE STRUCTURES

Introduction date 1983-01-01

DEVELOPED by the Central Research Institute of Building Structures (TsNIISK) them. V.A. Kucherenko Gosstroy of the USSR.

INTRODUCED TsNIISK them. Kucherenko Gosstroy of the USSR

APPROVED by the Decree of the USSR State Committee for Construction of December 31, 1981 No. 292

With the entry into force of this chapter of SNiP, chapter SNiP II-B.2-71 "Masonry and reinforced masonry structures. Design standards" is canceled.

Changes have been made to SNiP II-22-81 "Stone and reinforced masonry structures", approved by the Decree of the USSR Gosstroy of September 11, 1985 N 143 and put into effect on January 1, 1986. Items, tables, which have been amended, are noted in these Building codes sign (K).

Changes were made by the legal bureau "Kodeks" according to the official publication (Ministry of Construction of Russia - SE TsPP, 1995).

1. GENERAL PROVISIONS

1.1. The norms of this chapter must be observed when designing stone and reinforced masonry structures of new and reconstructed buildings and structures.

1.2. When designing stone and reinforced masonry structures, design solutions, products and materials should be used:

a) external walls made of: hollow ceramic and concrete stones and bricks; lightweight brickwork with slab insulation or backfill of porous aggregates; solid stones and concrete blocks on porous aggregates, porous and cellular concrete. The use of solid masonry of solid clay or silicate bricks for the outer walls of rooms with dry and normal humidity conditions is allowed only if it is necessary to ensure their strength;

b) walls made of panels and large blocks made of various types of concrete, as well as bricks or stones;

c) bricks and stones of compressive strength grades of 150 or more in buildings with a height of more than five floors;

d) local natural stone materials;

e) solutions with antifreeze chemical additives for winter masonry, taking into account the instructions of Sec. 7.

Note. With appropriate justification, it is allowed to apply design solutions, products and materials not provided for in this paragraph.

1.3. Application of silicate bricks, stones and blocks; stones and blocks from cellular concrete; hollow bricks and ceramic stones; clay brick semi-dry pressing is allowed for the outer walls of premises with a wet regime, provided that a vapor barrier coating is applied to their inner surfaces. The use of these materials for the walls of rooms with a wet regime, as well as for the outer walls of basements and plinths, is not allowed. The humidity regime of the premises should be taken in accordance with the chapter of SNiP on building heat engineering.

1.4. The strength and stability of structures and their elements must be ensured during construction and operation, as well as during transportation and installation of prefabricated structures.

1.5. When calculating structures, one should take into account the reliability factors, taken in accordance with the Rules for Accounting for the Degree of Responsibility of Buildings and Structures in the Design of Structures, approved by the USSR State Construction Committee.

1.6. When designing buildings and structures, measures should be taken to ensure that they can be erected in winter conditions.

2. MATERIALS

2.1(K). Brick, stones and mortars for stone and reinforced masonry structures, as well as concrete for the manufacture of stones and large blocks must meet the requirements of the relevant GOSTs and apply the following grades or classes:

a) stones - in terms of compressive strength (and brick - in compression, taking into account its bending strength): 4, 7, 10, 15, 25, 35, 50 (low-strength stones - light concrete and natural stones); 75, 100, 125, 150, 200 (medium strength - brick, ceramic, concrete and natural stones); 250, 300, 400, 500, 600, 800, 1000 (high strength - brick, natural and concrete stones);

b) (K) concretes of compressive strength classes:

heavy - B3.5; AT 5; B7.5; B12.5; B15; IN 20; B25; B30;

on porous aggregates - B2; B2.5; B3.5; AT 5; B7.5; B12.5; B15; IN 20; B25; B30;

cellular - B1; IN 2; B2.5; B3.5; AT 5; B7.5; B12.5;

macroporous - B1; IN 2; B2.5; B3.5; AT 5; B7.5;

porous - B2.5; B3.5; AT 5; B7.5;

silicate - B12.5; B15; IN 20; B25; B30.

It is allowed to use concretes as heat insulators, the compressive strengths of which are 0.7 MPa (7 kgf/) and 1.0 MPa (10 kgf/); and for liners and plates not less than 1.0 MPa (10 kgf/);

c) solutions in terms of compressive strength - 4, 10, 25, 50, 75, 100, 150, 200;

d) stone materials for frost resistance - Mrz 10, Mrz 15, Mrz 25, Mrz 35, Mrz 50, Mrz 75, Mrz 100, Mrz 150, Mrz 200, Mrz 300.

For concrete, the frost resistance grades are the same, except for Mrz 10.

2.2. Solutions with a density in the dry state - 1500 kg / and more - heavy, up to 1500 kg / - light.

2.3. Design grades for frost resistance of stone materials for the outer part of the walls (for a thickness of 12 cm) and for foundations (for the entire thickness) erected in all building and climatic zones, depending on the expected service life of structures, but not less than 100, 50 and 25 years , are given in table. 1 and pp. 2.4 and 2.5.

Note. Design marks for frost resistance are set only for materials from which the upper part of the foundations is being built (up to half of the estimated depth of soil freezing, determined in accordance with the chapter of SNiP "Foundations of buildings and structures").

Table 1

2.4. For construction areas located to the east and south of the cities: Grozny, Volgograd, Saratov, Kuibyshev, Orsk, Karaganda, Semipalatinsk, Ust-Kamenogorsk, the requirements for frost resistance of materials and products used for the structures specified in Table. 1, it is allowed to reduce by one step, but not lower than Mrz 10.

Note. The values ​​of the steps correspond to the values ​​given in clause 2.1, d.

2.5. For the Northern building-climatic zone, as well as for the coasts of the Arctic and Pacific Oceans 100 km wide, not included in the Northern building-climatic zone, frost resistance grades of materials for the outer part of the walls (with solid walls - for a thickness of 25 cm) and for foundations ( over the entire width and height) should be one step higher than those indicated in Table. 1, but not higher than Mrz 50 for ceramic and silicate materials, as well as natural stones.

Note. Definitions of the boundaries of the Northern building-climatic zone and its subzones are given in the chapter of SNiP on building climatology and geophysics.

2.6. To reinforce stone structures in accordance with the chapter of SNiP on the design of concrete and reinforced concrete structures, the following should be used:

for mesh reinforcement - reinforcement of classes A-I and Bp-I;

for longitudinal and transverse reinforcement, anchors and ties - reinforcement of classes A-I, A-II and Bp-I (taking into account the instructions of P.3.19).

For embedded parts and connecting plates, steel should be used in accordance with the SNiP chapter on the design of steel structures.

3. CALCULATED CHARACTERISTICS

Design resistances

3.1. The calculated resistance to compression of masonry made of bricks of all types and ceramic stones with slit-like vertical voids up to 12 mm wide with a masonry row height of 50–150 mm in heavy mortars are given in Table. 2.

table 2

3.2. The calculated resistance to compression of vibro-brick masonry on heavy mortars are given in Table. 3.

Table 3

3.3. The calculated compressive strength of masonry from large concrete solid blocks of all types of concrete and from blocks of natural stone (sawn or pure tesky) with a masonry row height of 500 - 1000 mm are given in Table. 4.

Table 4(K)

3.4. The calculated compressive strength of masonry made of solid concrete stones and natural stones (sawn or pure tesky) are given in Table. 5.

Table 5

3.5. The calculated resistance to compression of masonry from hollow concrete stones with a row height of 200 - 300 mm are given in Table. 6.

Table 6

3.6. Calculated compressive strengths of masonry made of natural stones (sawn and pure tesky) with a row height of up to 150 mm are given in Table. 7.

With brand of solution

at solution strength

1. From natural stones with a row height of up to 150 mm

2. The same, with a row height of 200 - 300 mm

3.7. The calculated resistance to compression of rubble masonry from torn rubble are given in table. eight.

zero

Notes: 1. Given in Table. 8 design resistances for rubble masonry are given at the age of 3 months. for grades of solution 4 and more. In this case, the brand of the solution is determined at the age of 28 days. For laying at the age of 28 days. design resistance given in table. 8, for solutions of brand 4 and more should be taken with a factor of 0.8.

2. For laying of bedded rubble stone, the calculated resistances adopted in Table. 8 should be multiplied by a factor of 1.5.

3. The design resistance of the rubble masonry of foundations covered with soil on all sides is allowed to be increased: when laying, followed by backfilling the sinuses of the pit with soil - by 0.1 MPa (1 kgf /; when laying in "spread" trenches with untouched soil and with superstructures - by 0.2 MPa (2 kgf /).

Moscow 1995

Developed by the Central Research Institute of Building Structures (TsNIISK) named after. V.A. Kucherenko Gosstroy of the USSR.

With the entry into force of this chapter of SNiP, the chapter of SNiP 11-6.2-71 “Stone and reinforced masonry structures. Design standards".

Editors - engineers F.M. Shlemin, G.M. Khorin(Gosstroy of the USSR) and candidates of tech. Sciences V.A. Kameiko, A.I. Rabinovich(TsNIISK named after V.A. Kucherenko).

At the end of the document, there is a change to SNiP II-22-81, approved by the Decree of the USSR Gosstroy of September 11, 1985 No. 143.

When using a regulatory document, one should take into account the approved changes in building codes and standards and state standards published in the Bulletin of Construction Equipment magazine and the State Standards information index of Gosstandart Russia.

1. General Provisions

1.1. The norms of this chapter must be observed when designing stone and reinforced masonry structures of new and reconstructed buildings and structures.

1.2. When designing stone and reinforced masonry structures, design solutions, products and materials should be used:

a) external walls made of: hollow ceramic and concrete stones and bricks; lightweight brickwork with slab insulation or backfill of porous aggregates; solid stones and concrete blocks on porous aggregates, porous and cellular concrete. The use of solid masonry of solid clay or silicate bricks for the outer walls of rooms with dry and normal humidity conditions is allowed only if it is necessary to ensure their strength;

b) walls made of panels and large blocks made of various types of concrete, as well as bricks or stones;

c) bricks and stones of compressive strength grades of 150 or more in buildings with a height of more than five floors;

d) local natural stone materials;

e) solutions with antifreeze chemical additives for winter masonry, taking into account the instructions of Sec. 7.

Note. With appropriate justification, it is allowed to apply design solutions, products and materials not provided for in this paragraph.

1.3. Application of silicate bricks, stones and blocks; stones and blocks from cellular concrete; hollow bricks and ceramic stones; clay brick semi-dry pressing is allowed for the outer walls of premises with a wet regime, provided that a vapor barrier coating is applied to their inner surfaces. The use of these materials for the walls of rooms with a wet regime, as well as for the outer walls of basements and plinths, is not allowed. The humidity regime of the premises should be taken in accordance with the chapter of SNiP on building heat engineering.

1.4. The strength and stability of structures and their elements must be ensured during the construction and. operation, as well as during transportation and installation of elements of prefabricated structures.

1.5 . When calculating structures, one should take into account the reliability factors Ud, taken in accordance with the Rules for Accounting for the Degree of Responsibility of Buildings and Structures in the Design of Structures. approved by the State Construction Committee of the USSR.

1.6. When designing buildings and structures, measures should be taken to ensure that they can be erected in winter conditions.

7.1. The requirements of this section apply to the production and acceptance of work on the construction of stone structures made of ceramic and silicate bricks, ceramic, concrete, silicate and natural stones and blocks.

7.2. Works on the construction of stone structures must be carried out in accordance with the project. The selection of the composition of the masonry mortar, taking into account the operating conditions of buildings and structures, should be carried out, guided by reference Appendix 15.

7.3. The laying of brick plinths of buildings must be made of solid ceramic bricks. The use of silicate bricks for these purposes is not allowed.

7.4. It is not allowed to weaken stone structures with holes, grooves, niches, mounting openings that are not provided for by the project.

7.5. Masonry filling of frames should be carried out in accordance with the requirements for the construction of load-bearing stone structures.

7.6. The thickness of the horizontal joints of the masonry of bricks and stones of the correct form should be 12 mm, vertical joints - 10 mm.

7.7. In case of forced breaks, the laying must be carried out in the form of an inclined or vertical stroke.

7.8. When breaking the masonry with a vertical streak, a grid (reinforcement) of longitudinal rods with a diameter of not more than 6 mm should be laid in the seams of the masonry of the strabe, of transverse rods - no more than 3 mm with a distance of up to 1.5 m along the height of the masonry, as well as at the level of each overlap .

The number of longitudinal reinforcement bars is taken at the rate of one bar for every 12 cm of wall thickness, but not less than two for a wall thickness of 12 cm.

7.9. The height difference of the masonry being erected on adjacent sections and when laying the junctions of the outer and inner walls should not exceed the height of the floor, the height difference between adjacent sections of the foundation masonry should not exceed 1.2 m.

7.10. Installation of fasteners at the junction of reinforced concrete structures to the masonry should be carried out in accordance with the project.

The erection of stone structures of the subsequent floor is allowed only after laying the supporting structures of the floors of the erected floor, anchoring the walls and grouting the seams between the floor slabs.

7.11. The maximum height of the erection of free-standing stone walls (without laying ceilings or coatings) should not exceed the values ​​\u200b\u200bspecified in Table. 28. If it is necessary to erect free-standing walls of greater height, temporary fastenings should be used.

Table 28

Note. With wind speeds having intermediate values, the allowable heights of free-standing walls are determined by interpolation.

7.12. When erecting a wall (partition) connected with transverse walls (partitions) or with other rigid structures with a distance between these structures not exceeding 3.5N (where H is the height of the wall indicated in Table 28), the allowable height of the wall being erected can be increased by 15%, at a distance of not more than 2.5N - by 25% and not more than 1.5N - by 40%.

7.13. The height of unreinforced stone partitions not fastened with ceilings or temporary fastenings should not exceed 1.5 m for partitions 9 cm thick, made of stones and bricks on an edge 88 mm thick, and 1.8 m - for partitions 12 cm thick, made of bricks.

7.14. When connecting partitions with transverse walls or partitions, as well as with other rigid structures, their allowable heights are taken in accordance with the instructions in clause 7.12.

7.15. The verticality of the edges and corners of brick and stone masonry, the horizontality of its rows must be checked in the course of masonry (after 0.5-0.6 m) with the elimination of detected deviations within the tier.

7.16. After the completion of the masonry of each floor, an instrumental check of the horizontality and marks of the top of the masonry should be carried out, regardless of the intermediate checks of the horizontality of its rows.

MASONRY FROM CERAMIC AND SILICATE BRICK, FROM REGULAR SHAPE CERAMIC, CONCRETE, SILICATE AND NATURAL STONES

7.17. Bonded rows in masonry must be laid from whole bricks and stones of all kinds. Regardless of the adopted system for dressing seams, laying bond rows is mandatory in the lower (first) and upper (last) rows of structures under construction, at the level of walls and pillars, in protruding rows of masonry (cornices, belts, etc.).

With multi-row dressing of seams, laying bond rows under the supporting parts of beams, purlins, floor slabs, balconies, under Mauerlats and other prefabricated structures is mandatory. With a single-row (chain) dressing of seams, it is allowed to support prefabricated structures on the spoon rows of masonry.

7.18. Brick pillars, pilasters and piers with a width of two and a half bricks or less, ordinary brick lintels and cornices should be built from selected whole bricks.

7.19. The use of brick-ladder is allowed only in the laying of backfill rows and lightly loaded stone structures (sections of walls under windows, etc.) in an amount of not more than 10%.

7.20. Horizontal and transverse vertical seams of the brickwork of walls, as well as seams (horizontal, transverse and longitudinal vertical) in lintels, walls and pillars should be filled with mortar, with the exception of empty laying.

7.21. When laying hollow, the depth of the joints not filled with mortar on the front side should not exceed 15 mm in the walls and 10 mm (only vertical joints) in the pillars.

7.22. Wall sections between ordinary brick lintels with piers less than 1 m wide must be laid out on the same mortar as the lintels.

7.23. Steel reinforcement of ordinary brick lintels should be laid along the formwork in a layer of mortar under the lower row of bricks. The number of rods is set by the project, but must be at least three. Smooth rods for reinforcing lintels must have a diameter of at least 6 mm, end with hooks and be embedded in the piers by at least 25 cm. Rods of a periodic profile are not bent by hooks.

7.24. When maintaining brick lintels in the formwork, it is necessary to observe the terms indicated in Table. 29.

Table 29

7.25. Wedge-shaped lintels made of ordinary bricks should be laid out with wedge-shaped seams with a thickness of at least 5 mm at the bottom and no more than 25 mm at the top. Laying must be done simultaneously on both sides in the direction from the heels to the middle.

7.26. The laying of cornices should be carried out in accordance with the project. In this case, the overhang of each row of brickwork in the cornices should not exceed 1/3 of the length of the brick, and the total removal of the unreinforced brick cornice should be no more than half the thickness of the wall.

The masonry of anchored cornices is allowed to be carried out after the masonry wall reaches the design strength into which the anchors are embedded.

When installing cornices after the masonry of the wall is completed, their stability must be provided with temporary fasteners.

All embedded reinforced concrete prefabricated elements (cornices, corbels, balconies, etc.) must be provided with temporary fasteners until they are pinched by the overlying masonry. The term for removing temporary fasteners must be indicated in the working drawings.

7.27. When erecting walls made of ceramic stones in hanging rows of cornices, corbels, parapets, firewalls, where brick tessellation is required, a full-bodied or special (profile) face brick with a frost resistance of at least Mrz25 with moisture protection should be used.

7.28. Ventilation ducts in the walls should be made of ceramic solid brick of grade not lower than 75 or silicate grade 100 to the level of the attic floor, and above - of solid ceramic brick of grade 100.

7.29. For reinforced masonry, the following requirements must be observed:

• the thickness of the joints in the reinforced masonry must exceed the sum of the diameters of the intersecting reinforcement by at least 4 mm with a joint thickness of not more than 16 mm;
• when transversely reinforcing pillars and piers, meshes should be made and laid so that there are at least two reinforcing bars (from which the mesh is made) protruding 2-3 mm on the inner surface of the pier or on two sides of the pillar;
• with longitudinal reinforcement of the masonry, the steel reinforcement bars along the length should be joined together by welding;
• when arranging reinforcement joints without welding, the ends of smooth rods should end with hooks and be tied with wire with an overlap of rods by 20 diameters.

7.30. The construction of walls from lightweight brickwork must be carried out in accordance with the working drawings and the following requirements:

• all seams of the outer and inner layers of lightweight masonry walls should be carefully filled with mortar with jointing of facade seams and grouting of internal seams, with mandatory wet plastering of the wall surface from the side of the room;
• slab insulation should be laid with a tight fit to the masonry;
• metal ties installed in the masonry must be protected from corrosion;
• backfill insulation or lightweight concrete fill should be laid in layers with the compaction of each layer as the masonry is erected. In masonry with vertical transverse brick diaphragms, voids should be filled with backfill or lightweight concrete in layers to a height of no more than 1.2 m per shift;
• window sills of the outer walls must be protected from moisture by installing ebbs according to the project;
• during the production process during precipitation and during a break in work, measures should be taken to protect the insulation from getting wet.

7.31. The edge of the brick base and other protruding parts of the masonry after their erection should be protected from atmospheric moisture, following the instructions in the project, in the absence of instructions in the project - with a cement-sand mortar of a grade of at least M100 and Mrz50.

WALL CLADDING IN THE PROCESS OF MASONRY CONSTRUCTION

7.32. For facing works, cement-sand mortars based on Portland cement and pozzolanic cements should be used. The content of alkalis in cement should not exceed 0.6%. The mobility of the solution, determined by the immersion of a standard cone, should be no more than 7 cm, and to fill the vertical gap between the wall and the tile, in the case of fixing the tile on steel ties, it should not exceed 8 cm.

7.33. When facing brick walls with large concrete slabs, performed simultaneously with masonry, the following requirements must be observed:

• cladding should begin with laying at the level of the interfloor overlap of the supporting L-shaped row of facing slabs embedded in the masonry, then install ordinary flat slabs with their fastening to the wall;
• with a thickness of cladding slabs over 40 mm, the cladding row must be placed before the laying is performed, at the height of the cladding row;
• with a thickness of plates less than 40 mm, it is necessary to first lay the brickwork to the height of the row of plates, then install the facing plate;
• the installation of thin slabs before the masonry wall is erected is only permitted if fasteners are installed to hold the slabs;
• it is not allowed to install facing slabs of any thickness above the wall masonry by more than two rows of slabs.

7.34. Facing boards must be installed with mortar joints along the outline of the boards or close to each other. In the latter case, the joining edges of the plates must be ground.

7.35. The construction of walls with their simultaneous cladding, rigidly connected to the wall (facing brick and stone, slabs of silicate and heavy concrete), at low temperatures, should, as a rule, be carried out on a solution with an antifreeze additive of sodium nitrite. Masonry with facing facing ceramic and silicate bricks and stone can be made by freezing according to the instructions of the subsection "Construction of stone structures in winter conditions". In this case, the brand of mortar for masonry and cladding must be at least M50.

FEATURES OF MASONRY OF ARCHES AND Vaults

7.36. The laying of arches (including arched lintels in the walls) and vaults must be made of bricks or stones of the correct form on a cement or mixed mortar.

For laying arches, vaults and their heels, Portland cement mortars should be used. The use of Portland slag cement and pozzolanic Portland cement, as well as other types of cements that harden slowly at low positive temperatures, is not allowed.

7.37. The laying of arches and vaults should be carried out according to a project containing working drawings of the formwork for laying vaults of double curvature.

7.38. Deviations in the dimensions of the formwork of arches of double curvature from the design ones should not exceed: along the lifting boom at any point of the arch 1/200 of the rise, by the displacement of the formwork from the vertical plane in the middle section 1/200 of the rise of the arch, along the width of the wave of the arch - 10 mm.

7.39. The laying of the waves of the arches of double curvature must be carried out according to the mobile templates installed on the formwork.

The laying of arches and vaults should be carried out from the heels to the castle at the same time on both sides. Masonry joints must be completely filled with mortar. The upper surface of the arches of double curvature with a thickness of 1/4 brick during the laying process should be rubbed with mortar. With a greater thickness of vaults made of bricks or stones, the masonry seams must be additionally filled with a liquid mortar, while grouting the upper surface of the vaults with a solution is not performed.

7.40. The laying of arches of double curvature should begin no earlier than 7 days after the end of the installation of their heels at an outdoor temperature above 10 ° C. At an air temperature of 10 to 5 °C, this period increases by 1.5 times, from 5 to 1 °C - by 2 times.

The laying of arches with puffs, in the heels of which prefabricated reinforced concrete elements or steel frames are installed, is allowed to begin immediately after the end of the construction of the heels.

7.41. The junction edges of adjacent waves of doubly curvature vaults are kept on the formwork for at least 12 hours at an outside air temperature above 10 °C. At lower positive temperatures, the duration of keeping the vaults on the formwork increases in accordance with the instructions of clause 7.40.

Loading of stripped arches and vaults at an air temperature above 10 ° C is allowed no earlier than 7 days after the end of the masonry. At lower positive temperatures, the holding time increases in accordance with clause 7.40.

Insulation along the vaults should be laid symmetrically from the supports to the lock, avoiding one-sided loading of the vaults.

The tension of the puffs in the arches and vaults should be done immediately after the completion of the masonry.

7.42. The construction of arches, vaults and their heels in winter conditions is allowed at an average daily temperature of at least minus 15 ° C on solutions with antifreeze additives (subsection "Construction of stone structures in winter conditions"). The waves of vaults erected at a negative temperature are kept in the formwork for at least 3 days.

MASONRY FROM ROAD STONE AND ROUGH CONCRETE

7.43. Stone structures made of rubble and rubble concrete may be erected using irregularly shaped rubble stone, with the exception of the outer sides of the masonry, for which bed stone should be used.

7.44. Rubble masonry should be carried out in horizontal rows up to 25 cm high with a trench of stone on the front side of the masonry, splitting and filling voids with mortar, as well as dressing the seams.

Rubble masonry with grouting of joints between stones is allowed only for structures in buildings up to 10 m high, erected on non-subsidence soils.

7.45. When lining the rubble masonry with bricks or stones of the correct shape simultaneously with the masonry, the lining should be tied up with the masonry with a row of rows every 4-6 spoon rows, but not more than 0.6 m.

7.46. Breaks in rubble masonry are allowed after filling the gaps between the stones of the upper row with mortar. The resumption of work must begin with spreading the solution on the surface of the stones of the upper row.

7.47. Concrete structures must be erected in compliance with the following rules:

• the laying of the concrete mixture should be carried out in horizontal layers with a height of not more than 0.25 m;
• the size of stones embedded in concrete should not exceed 1/3 of the thickness of the structure being erected;
• embedding of stones into concrete should be carried out immediately after the laying of concrete in the process of its compaction;
• the construction of rubble concrete foundations in trenches with sheer walls is allowed to be carried out without formwork by surprise;
• breaks in work are allowed only after laying a row of stones in the last (upper) layer of the concrete mixture; the resumption of work after a break begins with the laying of the concrete mixture.
• For structures made of rubble and rubble concrete, erected in dry and hot weather, care should be taken as for monolithic concrete structures.

ADDITIONAL REQUIREMENTS FOR WORK IN SEISMIC AREAS

7.48. Masonry of bricks and ceramic slotted stones must be carried out in compliance with the following requirements:

• laying of stone structures should be carried out for the entire thickness of the structure in each row;
• masonry walls should be carried out using a single-row (chain) dressing;
• horizontal, vertical, transverse and longitudinal masonry joints should be filled with mortar completely with trimming the mortar on the outer sides of the masonry;
• temporary (mounting) gaps in the masonry being erected should only be terminated with an inclined chisel and located outside the places of structural reinforcement of the walls.

7.49. It is not allowed to use bricks and ceramic stones with a high content of salts protruding on their surfaces.

The surface of brick, stone and blocks must be cleaned of dust and dirt before laying:

• for laying on ordinary mortars in areas with a hot climate - with a stream of water;
• for laying on polymer cement mortars - using brushes or compressed air.

7.50. At negative outdoor temperatures, the installation of large blocks should be carried out on solutions with antifreeze additives. In this case, the following requirements must be observed:

• before starting masonry work, it is necessary to determine the optimal ratio between the value of pre-moistening of the wall material and the water content of the mortar mixture;
• conventional solutions must be used with high water-holding capacity (water separation is not more than 2%).

7.51. For the preparation of mortars, as a rule, Portland cement should be used. The use of slag Portland cement and pozzolanic Portland cement for polymer cement mortars is not allowed.

For the preparation of solutions, sand should be used that meets the requirements of GOST 8736-85. Other types of small aggregates can be used after studying the strength and deformation properties of mortars based on them, as well as the strength of adhesion to masonry materials. Sands with a high content of fine-grained clay and dust particles cannot be used in polymer-cement mortars.

7.52. When laying on polymer-cement mortars, the brick should not be moistened before laying, as well as the masonry during the curing period.

7.53. The control of the strength of the normal adhesion of the mortar during manual laying should be carried out at the age of 7 days. The amount of adhesion should be approximately 50% strength at 28 days of age. If the adhesion strength in the masonry does not correspond to the design value, it is necessary to stop the work until the issue is resolved by the design organization.

7.54. During the construction of buildings, it is not allowed to pollute niches and gaps in walls, gaps between floor slabs and other places intended for reinforced concrete inclusions, belts and strappings, as well as fittings located in them, with mortar and construction debris.

Anti-seismic seams must be freed from formwork and construction debris. It is forbidden to seal anti-seismic seams with bricks, mortar, lumber, etc. If necessary, anti-seismic seams can be closed with aprons or sealed with flexible materials.

7.56. When installing jumper and strapping blocks, it should be possible to freely pass vertical reinforcement through the holes provided for by the project in the jumper blocks.

CONSTRUCTION OF STONE STRUCTURES IN WINTER CONDITIONS

7.57. Laying of stone structures in winter conditions should be carried out on cement, cement-lime and cement-clay mortars.

The composition of the mortar of a given brand (ordinary and with antifreeze additives) for winter work, the mobility of the mortar and the terms for maintaining mobility are preliminarily established by the construction laboratory in accordance with the requirements of current regulatory documents and corrected taking into account the materials used.

For winter masonry, mortars with mobility should be used: 9-13 cm - for masonry from ordinary bricks and 7-8 cm - for masonry from bricks with voids and from natural stone.

7.58. Stone laying in winter can be carried out using all dressing systems used in summer. When laying on mortars without antifreeze additives, one-row dressing should be performed.

With a multi-row dressing system, vertical longitudinal seams are tied up at least every three rows when laying bricks and every two rows when laying ceramic and silicate stone with a thickness of 138 mm. Brick and stone should be laid with full filling of vertical and horizontal joints.

7.59. The erection of walls and pillars along the perimeter of the building or within the limits between the settlement joints should be carried out evenly, avoiding breaks in height by more than 1/2 of the floor.

When laying blind sections of walls and corners, gaps are allowed with a height of no more than 1/2 floor and are carried out by a shtraba.

7.60. It is not allowed to lay the mortar on the top row of masonry during breaks in work. To protect against icing and snow drift during a break in work, the top of the masonry should be covered.

The sand used in masonry mortars should not contain ice and frozen clods, lime and clay dough should not be frozen at a temperature of at least 10 ° C.

7.61. Structures made of bricks, regular-shaped stones and large blocks in winter conditions can be erected in the following ways:

• with antifreeze additives on solutions not lower than grade M50;
• on ordinary solutions without antifreeze additives, followed by timely strengthening of the masonry by heating;
• by the method of freezing on ordinary (without antifreeze additives) solutions not lower than grade 10, provided that sufficient bearing capacity of the structures is ensured during the thawing period (at zero strength of the solution).

Masonry with antifreeze additives

7.62. When preparing solutions with antifreeze additives, reference Appendix 16 should be followed, which establishes the scope and consumption of additives, as well as the expected strength, depending on the time of hardening of solutions in the cold.

When using potash, clay dough should be added - no more than 40% of the mass of cement.

Laying on solutions without antifreeze additives, followed by hardening of structures by heating

7.63. When erecting buildings on mortars without antifreeze additives, followed by strengthening the structures with artificial heating, the procedure for performing work should be provided for in the working drawings.

Table 30

Notes: 1. Above the line - the depth of thawing of the masonry (% of the wall thickness) from dry ceramic bricks, below the line - the same, from silicate or wet ceramic bricks.

2. When determining the depth of thawing of the frozen masonry of walls heated on one side, the calculated value of the mass moisture content of the masonry is taken: 6% - for masonry from dry ceramic bricks, 10% - for masonry from silicate or ceramic wet (autumn blanks) bricks.

7.64. Laying by the method of heating structures must be carried out in compliance with the following requirements:

• the insulated part of the structure must be equipped with ventilation that ensures air humidity during the warm-up period is not more than 70%;
• loading of the heated masonry is allowed only after control tests and the establishment of the required strength of the solution of the heated masonry;
• the temperature inside the heated part of the building in the most chilled places - at the outer walls at a height of 0.5 m from the floor - should not be lower than 10 ° C.

7.65. The depth of thawing of masonry in structures when heated with warm air on one side is taken from Table. thirty; the duration of thawing of masonry with an initial temperature of minus 5 ° C with double-sided thawing - according to > table. 31, when heated from four sides (pillars) - according to table. 31 with data reduction by 1.5 times; the strength of solutions hardening at different temperatures - according to table. 32.

Freezing masonry

7.66. By the method of freezing on ordinary (without antifreeze additives) solutions during the winter period, it is allowed, with appropriate justification by calculation, to erect buildings with a height of no more than four floors and no higher than 15 m.

The requirements for masonry made by the freezing method also apply to structures made of brick blocks made of positive temperature ceramic bricks, frozen to the set of masonry blocks of tempering strength and unheated until they are loaded. The compressive strength of masonry from such blocks in the thawing stage is determined based on the strength of the solution, equal to 0.5 MPa.

It is not allowed to perform the method of freezing rubble masonry from torn rubble.

7.67. When laying by the method of freezing solutions (without antifreeze additives), the following requirements must be observed:

• the temperature of the solution at the time of its laying must correspond to the temperature indicated in Table. 33;
• performance of work should be carried out simultaneously throughout the grip;
• in order to avoid freezing of the mortar, it should be laid on no more than two adjacent bricks when making a verst and no more than 6-8 bricks when filling;
• at the workplace of a bricklayer, a stock of mortar is allowed for no more than 30-40 minutes. The solution box must be insulated or heated.

The use of a solution that has been frozen or thawed with hot water is not allowed.

Table 31

Notes: 1. When using mortars made on Portland slag cement and pozzolanic Portland cement, one should take into account the slowdown in the growth of their strength at a hardening temperature below 15 °C. The value of the relative strength of these solutions is determined by multiplying the values ​​given in table. 32, for coefficients: 0.3 - at a hardening temperature of 0 ° C; 0.7 - at 5 °C; 0.9 - at 9 °C; 1 - at 15 °C and above.

2. For intermediate values ​​of the hardening temperature and the age of the solution, its strength is determined by interpolation.

Table 33

Note. To obtain the required temperature of the solution, heated (up to 80 ° C) water, as well as heated sand (not higher than 60 ° C), can be used.

7.68. Before the onset of a thaw, before the start of thawing, the masonry should be carried out on all floors of the building all the measures provided for by the project for the production of work for unloading, temporary fastening or strengthening of its overstressed sections (pillars, piers, supports, trusses and girders, etc.). From the floors it is necessary to remove random loads not provided for by the project (construction debris, building materials).

Quality control of works

7.69. Quality control of work on the construction of stone buildings in winter conditions should be carried out at all stages of construction.

In addition to the usual records on the composition of the work performed, the work production log should record: the outside air temperature, the amount of additive in the mortar, the temperature of the mortar at the time of laying, and other data that affect the curing process of the mortar.

7.70. The erection of a building can be carried out without checking the actual strength of the mortar in the masonry as long as the erected part of the building, according to the calculation, does not cause an overload of the underlying structures during the thawing period. Further construction of the building is allowed only after the mortar acquires a strength (confirmed by laboratory test data) not lower than that required by the calculation indicated in the working drawings for the construction of the building in winter conditions.

To carry out subsequent control of the strength of the solution with antifreeze additives, it is necessary during the erection of structures to make sample cubes 7.07×7.07×7.07 cm in size on a water-suction base directly on the object.

When erecting one-two-section houses, the number of control samples on each floor (with the exception of the top three) must be at least 12. If the number of sections is more than two, there must be at least 12 control samples for every two sections.

Samples, not less than three, are tested after 3 hours of thawing at a temperature not lower than 20 ± 5 °C.

Control samples-cubes should be tested within the time required for floor-by-floor control of the strength of the solution during the construction of structures.

Samples should be stored in the same conditions as the structure being erected and protected from water and snow.

To determine the final strength of the solution, three control samples must be tested after their thawing in natural conditions and subsequent 28-day hardening at an ambient temperature of at least 20 ± 5 °C.

7.71. In addition to testing cubes, as well as in their absence, it is allowed to determine the strength of the mortar by testing samples with an edge of 3-4 cm, made from two plates of mortar taken from horizontal joints.

7.72. When erecting buildings by freezing on ordinary (without antifreeze additives) mortars, followed by hardening of the masonry by artificial heating, it is necessary to constantly monitor the temperature conditions of the mortar hardening with fixing them in a journal. The air temperature in the premises during heating is measured regularly, at least three times a day: at 1, 9 and 17 hours. Air temperature control should be carried out at least at 5-6 points near the outer walls of the heated floor at a distance of 0.5 m from the floor .

The average daily air temperature in the heated floor is determined as the arithmetic average of individual measurements.

7.73. Before the approach of spring and during the period of prolonged thaws, it is necessary to strengthen control over the condition of all load-bearing structures of buildings erected in the autumn-winter period, regardless of their number of storeys, and develop measures to remove additional loads, install temporary fasteners and determine conditions for further continuation of construction work.

7.74. During natural thawing, as well as artificial heating of structures, constant monitoring of the magnitude and uniformity of wall settlement, the development of deformations of the most stressed sections of the masonry, and the hardening of the mortar should be organized.

Observation must be carried out during the entire period of hardening until the mortar reaches the design (or close to it) strength.

7.75. In case of detection of signs of masonry overstress in the form of deformation, cracks or deviations from the vertical, urgent measures should be taken to temporarily or permanently strengthen the structures.

Strengthening of stone structures of reconstructed and damaged buildings

7.76. The work on strengthening the stone structures of the reconstructed and damaged buildings is carried out in accordance with the working drawings and the project for the production of works.

7.77. Before strengthening stone structures, prepare the surface: visually inspect and tap the masonry with a hammer, clean the surface of the masonry from dirt and old plaster, remove partially destroyed (thawed) masonry.

7.78. Strengthening of stone structures by injection, depending on the degree of damage or the required increase in the bearing capacity of structures, should be performed on cement-sand, sandless or cement-polymer mortars. For cement and cement-polymer mortars, it is necessary to use Portland cement of the M400 or M500 brand with a grinding fineness of at least 2400 cm 3 / g. The cement paste should be of normal density in the range of 20-25%.

In the manufacture of an injection solution, it is necessary to control its viscosity and water separation. Viscosity is determined with a VZ-4 viscometer. It should be 13-17 seconds for cement mortars, 3-4 minutes for epoxy mortars. Water separation, determined by keeping the solution for 3 hours, should not exceed 5% of the total sample volume of the mortar mixture.

7.79. When reinforcing stone structures with steel clips (corners with clamps), the installation of metal corners should be carried out in one of the following ways:

the first - a layer of cement mortar of grade not lower than M100 is applied to the reinforced element in the places where the corners of the cage are installed. Then install the corners with clamps and create a preliminary tension in the clamps with a force of 10-15 kN;

the second - the corners are installed without mortar with a gap of 15-20 mm, fixed with steel or wooden wedges, tension is created in the clamps with a force of 10-15 kN. The gap is caulked with a hard solution, the wedges are removed and the clamps are fully tensioned up to 30-40 kN.

With both methods of installing metal clips, the clamps are fully tensioned 3 days after they are tensioned.

7.80. Strengthening of stone structures with reinforced concrete or reinforced mortar casings should be carried out in compliance with the following requirements:

reinforcement to be carried out with connected frames. Reinforcement frames should be fixed in the design position using brackets or hooks driven into the masonry joints in 0.8-1.0 m increments in a checkerboard pattern. It is not allowed to connect flat frames into spatial ones by manual spot welding;

collapsible formwork should be used for formwork, formwork panels must be rigidly connected to each other and ensure the tightness and invariability of the structure as a whole;

lay the concrete mixture in even layers and compact with a vibrator, preventing damage to the solidity of the reinforced masonry section;

the concrete mixture should have a cone draft of 5-6 cm, crushed stone fraction - no more than 20 mm;

stripping of the clips should be carried out after the concrete reaches 50% of the design strength.

7.81. When reinforcing stone walls with steel strips in the presence of a plaster layer, it is necessary to make horizontal strokes in it with a depth equal to the thickness of the plaster layer and a width equal to the width of the metal strip 20 mm.

7.82. When reinforcing stone walls with internal anchors, it is necessary to inject holes in the wall under the anchor with a solution.

The main anchor holes should be placed in a checkerboard pattern with a step of 50-100 cm with a crack opening width of 0.3-1 mm and 100-200 cm with a crack opening of 3 mm or more. In places of concentration of small cracks, additional wells should be located.

Wells must be drilled to a depth of 10-30 cm, but not more than 1/2 of the wall thickness.

7.83. When reinforcing masonry walls with steel prestressed tie rods, the exact tensile force of the tie rods should be controlled using a torque wrench or by measuring the deformations with a dial indicator with a division value of 0.001 mm.

When installing strands in winter in unheated rooms, it is necessary to tighten the strands in summer, taking into account the temperature difference.

7.84. The replacement of walls and pillars with new masonry should begin with the installation of temporary fasteners and the dismantling of window fillings in accordance with the working drawings and the project for the production of works. The new laying of the pier must be carried out carefully, with a dense upsetting of the brick to obtain a thin seam.

The new masonry should not be brought up to the old one by 3-4 cm. The gap should be carefully caulked with a hard mortar grade of at least 100. Temporary fastening can be removed after the new masonry reaches at least 70% of the design strength.

7.85. When strengthening masonry, the following are subject to control:

• quality of masonry surface preparation;
• compliance of reinforcement structures with the project;
• quality of welding of fasteners after stress of structural elements;
• availability and quality of anti-corrosion protection of reinforcement structures.

Acceptance of stone structures

7.86. Acceptance of completed work on the construction of stone structures must be carried out before plastering their surfaces.

7.87. Elements of stone structures hidden during construction and installation works, including:

• places of supporting trusses, girders, beams, floor slabs on walls, pillars and pilasters and their embedding in masonry;
• fixing prefabricated reinforced concrete products in masonry: cornices, balconies and other cantilever structures;
• embedded parts and their anti-corrosion protection;
• fittings laid in stone structures;
• sedimentary expansion joints, anti-seismic joints;
• masonry waterproofing;
• should be taken according to documents certifying their compliance with the project and regulatory and technical documentation.

7.88. When accepting completed works on the construction of stone structures, it is necessary to check:

• the correct dressing of the seams, their thickness and filling, as well as the horizontal rows and the verticality of the corners of the masonry;
• the correctness of the device of expansion joints;
• the correct arrangement of smoke and ventilation ducts in the walls;
• the quality of the surfaces of facade non-plastered brick walls;
• the quality of facade surfaces lined with ceramic, concrete and other types of stones and slabs;
• geometric dimensions and position of structures.

7.89. When accepting stone structures performed in seismic areas, the device is additionally controlled:

• reinforced belt at the level of the top of the foundations;
• floor anti-seismic belts;
• fastening thin walls and partitions to the main walls, frame and ceilings;
• reinforcement of stone walls by inclusions in the masonry of monolithic and prefabricated reinforced concrete elements;
• anchoring of elements protruding above the attic floor, as well as the adhesive strength of the mortar with wall stone material.

7.90. Deviations in the size and position of stone structures from the design ones should not exceed those indicated in > table. 34.

Table 34

Note. In parentheses are the dimensions of permissible deviations for structures made of vibrated brick, ceramic and stone blocks and panels.

BUILDING REGULATIONS

STONE AND REINFORCED STONE STRUCTURES

SNiP II-22-81

(as amended by Changes,
approved Decree of the Gosstroy of the USSR of September 11, 1985 N 143,
Amendments No. 2 adopted by the Decree
Gosstroy of the Russian Federation of May 29, 2003 N 46)

Developed by the Central Research Institute of Building Structures (TsNIISK) named after. V.A. Kucherenko Gosstroy of the USSR.
Contributed by TsNIISK them. Kucherenko Gosstroy of the USSR.
With the entry into force of this chapter of SNiP, chapter SNiP II-B.2-71 "Masonry and reinforced masonry structures. Design standards" is canceled.
Editors - engineers F.M. Shlemin, G.M. Khorin (Gosstroy of the USSR) and candidates of tech. Sciences V.A. Kameiko, A.I. Rabinovich (TsNIISK named after V.A. Kucherenko).
When using a normative document, one should take into account the approved changes in building codes and regulations and state standards published in the Bulletin of Construction Equipment magazine and the State Standards information index of the State Standard of Russia.

1. GENERAL PROVISIONS

1.1. The norms of this chapter must be observed when designing stone and reinforced masonry structures of new and reconstructed buildings and structures.
1.2. When designing stone and reinforced masonry structures, design solutions, products and materials should be used that provide the required load-bearing capacity and thermal performance of structures.
(Clause 1.2 as amended by Change No. 2, adopted by the Decree of the Gosstroy of the Russian Federation of May 29, 2003 No. 46)
1.3. Application of silicate bricks, stones and blocks; stones and blocks from cellular concrete; ceramic bricks and stones, concrete blocks with voids; ceramic bricks of semi-dry pressing are allowed for the outer walls of premises with a wet regime, provided that a vapor barrier coating is applied to their inner surfaces. The use of these materials for the walls of rooms with a wet regime, as well as for the outer walls of basements and plinths, is not allowed. The humidity regime of the premises should be taken in accordance with the SNiP for thermal protection.

1.4. The strength and stability of stone structures and their elements must be ensured during construction and operation, as well as during transportation and installation of prefabricated structures.
(Clause 1.3 as amended by Change No. 2, adopted by the Decree of the Gosstroy of the Russian Federation of May 29, 2003 No. 46)
1.5 retired as of July 1, 2003. - Amendment N 2, adopted by the Decree of the Gosstroy of the Russian Federation of 05.29.2003 N 46.
1.6. When designing buildings and structures, measures should be taken to ensure that they can be erected in winter conditions.

2. MATERIALS

2.1. Brick, stones and mortars for stone and reinforced masonry structures, as well as concrete for the manufacture of stones and large blocks must meet the requirements of the relevant GOSTs and apply the following grades or classes:
(as amended by the Amendments, approved by the Decree of the USSR Gosstroy of 11.09.1985 N 143)
a) stones - in terms of compressive strength (and brick - in compression, taking into account its bending strength): 7, 10, 15, 25, 35, 50 (stones of low strength - light concrete and natural stones); 75, 100, 125, 150, 200 (medium strength - brick, ceramic, concrete and natural stones); 250, 300, 400, 500, 600, 800, 1000 (high strength - brick, natural and concrete stones);

b) concrete classes in terms of compressive strength;
heavy - B3.5; AT 5; B7.5; B12.5; B15; IN 20; B25; B30;
on porous aggregates - B2; B2.5; B3.5; AT 5; B7.5; B12.5; B15; IN 20; B25; B30;
cellular - B1; IN 2; B2.5; B3.5; AT 5; B7.5; B12.5;
macroporous - B1; IN 2; B2.5; B3.5; AT 5; B7.5;
porous - B2.5; B3.5; AT 5; B7.5;
silicate - B12.5; B15; IN 20; 825; B30;
(subparagraph b) as amended. Changes, approved. Decree of the Gosstroy of the USSR of 11.09.1985 N 143)
c) solutions in terms of compressive strength - 4, 10, 25, 50, 75, 100, 150, 200;
d) stone materials for frost resistance - F 10, F 15, F 25, F 35, F 50, F 75, F 100, F 150, F 200, F 300.
(as amended by Amendment N 2, adopted by the Decree of the Gosstroy of the Russian Federation of 05.29.2003 N 46)
For concrete, the frost resistance grades are the same, except for F 10.
(as amended by Amendment N 2, adopted by the Decree of the Gosstroy of the Russian Federation of 05.29.2003 N 46)
2.2. Solutions with a dry density of 1500 kg/m3 and more are heavy, up to 1500 kg/m3 are light.
2.3. Design grades for frost resistance of stone materials for the outer part of the walls (for a thickness of 12 cm) and for foundations (for the entire thickness) erected in all building and climatic zones, depending on the expected service life of structures, but not less than 100, 50 and 25 years , are given in table. 1 and pp. 2.4 and 2.5.

ConsultantPlus: note.
By the Decree of the USSR State Construction Committee of December 5, 1983 N 311, from January 1, 1985, SNiP 2.02.01-83 "Foundations of buildings and structures" were put into effect.

Note. Design marks for frost resistance are set only for materials from which the upper part of the foundations is being built (up to half of the estimated depth of soil freezing, determined in accordance with the chapter of SNiP "Foundations of buildings and structures").

Table 1

┌────────────────────────────┬────────────────────────────────────┐
│ Type of structures │ Values ​​F at the expected │
│ │ service life of structures, years │
│ ├───────────┬──────────┬─────────────│
│ │ 100 │ 50 │ 25 │
├────────────────────────────┼───────────┼──────────┼─────────────│
│1. External walls or their │ │ │ │
│ cladding in buildings with │ │ │ │
│ humidity regime │ │ │ │
│ premises: │ │ │ │
│ a) dry and normal │ 25 │ 15 │ 15 │
│ b) wet │ 35 │ 25 │ 15 │
│ c) wet │ 50 │ 35 │ 25 │
│2. Foundations and underground │ │ │ │
│ parts of the walls: │ │ │ │
│ a) from clay bricks │ │ │ │
│ plastic pressing│ 35 │ 25 │ 15 │
│ b) from natural stone │ 25 │ 15 │ 15 │
│ │ │ │ │

ConsultantPlus: note.
Decree of the Gosstroy of the USSR dated 08/20/1984 N 136 from January 1
1986, SNiP 2.03.01-84 "Concrete and
reinforced concrete structures".

│ Notes. 1. Marks for frost resistance of stones, blocks and │
│panels made from concrete of all types should be taken in│
│in accordance with the head of SNiP for the design of concrete and │
│ reinforced concrete structures. │
│ 2. Frost resistance grades given in table. 1, for everyone│
│construction and climatic zones, except for those specified in paragraph 2.5 of these │
│ norms, can be reduced for clay brick masonry │
│plastic pressing per step, but not lower than F 10 in│
│the following cases: │

│29.05.2003 N 46) │
│ a) for the outer walls of rooms with dry and normal
│moisture regime (pos. 1, a), protected from the outside│
│linings with a thickness of at least 35 mm that meet the requirements│
│for frost resistance, given in table. 1, frost resistance│
│face brick and ceramic stone should be at least F│
│25 for all service life of structures; │
│ (as amended by Change No. 2, adopted by the Decree of the Gosstroy of the Russian Federation dated │
│29.05.2003 N 46) │
│ b) for external walls with damp and wet room conditions│
│(pos. 1, b and 1, c), protected from the inside│
│ waterproofing or vapor barrier coatings; │
│ c) for foundations and underground parts of the walls of buildings with │
│ sidewalks or blind areas erected in low-moisture soils, if │
│ groundwater level is 3 m below the planning mark of the earth and │
│ more (pos. 2). │
│ 3. Frost resistance grades given in pos. 1 for│
│ facings with a thickness of less than 35 mm, increase by one step, but not │
│above F 50, and facings of buildings erected in the North│
│construction-climatic zone, - two steps, but not higher│
│F 100. │
│ (as amended by Change No. 2, adopted by the Decree of the Gosstroy of the Russian Federation dated │
│29.05.2003 N 46) │
│ 4. Marks for frost resistance of stone materials, given │
│in pos. 2, used for foundations and underground parts of walls,│
│should be increased by one step if the water table is lower│
│planning mark of the earth less than 1 m. │
│ 5. Stone grades for frost resistance for open masonry │
│constructions, as well as structures of structures erected in the zone│
│ variable groundwater level (retaining walls, reservoirs, │
│ weirs, side stones, etc.), are accepted according to the normative │
│documents approved or agreed by the USSR Gosstroy. │
│ 6. As agreed with the customer, test requirements│
│frost resistance is not applied to natural stone│
│materials that have shown on the experience of past construction│
│ Sufficient frost resistance in similar operating conditions. │
│ (clause 6 of the note as amended by Change No. 2 adopted by the Decree │

│ 7. For external walls of multilayer masonry with a thickness of │
│outer layer no more than 120 mm, behind which is located│
│insulation, frost resistance mark of the front layer follows│
│ take one step more than the main masonry. │
│ (clause 7 of the note was introduced by Amendment No. 2, adopted by the Resolution │
│Gosstroy of the Russian Federation dated 05.29.2003 N 46) │
└─────────────────────────────────────────────────────────────────┘
(as amended by Amendment N 2, adopted by the Decree of the Gosstroy of the Russian Federation of 05.29.2003 N 46)

2.4. For construction areas located to the east and south of the cities: Grozny, Volgograd, Saratov, Samara, Orsk, Karaganda, Semipalatinsk, Ust-Kamenogorsk, the requirements for frost resistance of materials and products used for the structures specified in Table. 1, it is allowed to reduce by one step, but not lower than F 10.
(as amended by Amendment N 2, adopted by the Decree of the Gosstroy of the Russian Federation of 05.29.2003 N 46)
Note. The values ​​of the steps correspond to the values ​​given in clause 2.1, d.

2.5. For the Northern building-climatic zone, as well as for the coasts of the Arctic and Pacific Oceans 100 km wide, not included in the Northern building-climatic zone, frost resistance grades of materials for the outer part of the walls (with solid walls - for a thickness of 25 cm) and for foundations ( over the entire width and height) should be one step higher than those indicated in Table. 1, but not higher than F 50 for ceramic and silicate materials, as well as natural stones.
(as amended by Amendment N 2, adopted by the Decree of the Gosstroy of the Russian Federation of 05.29.2003 N 46)
Note. Definitions of the boundaries of the Northern building-climatic zone and its subzones are given in the chapter of SNiP on building climatology and geophysics.

2.6. To reinforce stone structures in accordance with the chapter of SNiP on the design of concrete and reinforced concrete structures, the following should be used:
for mesh reinforcement - reinforcement of classes A-I and Bp-I;
for longitudinal and transverse reinforcement, anchors and ties - reinforcement of classes A-I, A-II and Bp-I (subject to the instructions of clause 3.19).
For embedded parts and connecting plates, steel should be used in accordance with the SNiP chapter on the design of steel structures.

Foreword

The goals and principles of standardization in the Russian Federation are established by the Federal
Law of December 27, 2002 No. 184-FZ "On Technical Regulation", and the development rules -
Decree of the Government of the Russian Federation dated November 19, 2008 No. 858 “On the procedure for
development and approval of codes of practice”.

About the set of rules
1 PERFORMERS - Central Research Institute of Building
designs to them. V.A. Kucherenko (TsNIISK named after V.A. Kucherenko)  Institute of JSC "National Research
"Construction"
2 INTRODUCED by the Technical Committee for Standardization TC 465 "Construction"
3 PREPARED for approval by the Department of Architecture, Construction and
urban policy
4 APPROVED by the Order of the Ministry of Regional Development of the Russian Federation
(Ministry of Regional Development of Russia) dated December 29, 2011 No. 635/5 and entered into force on January 01, 2013.
5 REGISTERED by the Federal Agency for Technical Regulation and
metrology (Rosstandart). Revision of SP 15.13330.2010 "SNiP II-22-81* Stone and reinforced stone
structures"
Information about changes to this set of rules is published annually.
published information index "National Standards", and the text of the amendments and
amendments - in the monthly published information indexes "National Standards".
In case of revision (replacement) or cancellation of this set of rules, the relevant
notice will be published in a monthly information index
"National Standards". Relevant information, notification and texts
are also placed in the public information system - on the official website
developer (Ministry of Regional Development of Russia) on the Internet.

1 area of ​​use............................................... ................................................. ...........one
2 Normative references ............................................................... ................................................. ...........one
3 Terms and definitions .......................................................... ................................................. .......one
4 General provisions.................................................... ................................................. ..............one
5 Materials .................................................. ................................................. .........................2
6 Rated characteristics............................................................... ................................................. ..4
7 Calculation of structural elements according to the limit states of the first group (according to
bearing capacity) ............................................................... ................................................. .........eighteen
8 Calculation of structural elements according to the limit states of the second group (according to
formation and opening of cracks and deformations). .................35
9 Structural design ............................................................... ...............................................37
10 Guidelines for the design of structures erected in winter ..............................................................62
Annex A (mandatory) List of regulatory documents .................................................................. .66
Annex B (mandatory) Terms and definitions .......................................... .................67
Annex B (normative) Basic letter designations of quantities ..........................................................68
Annex D (recommended) Calculation of the walls of buildings with a rigid structural
scheme ................................................. ................................................. ...............................73
Annex D (recommended) Requirements for reinforcement of masonry front
layer................................................. ................................................. .................................76
Annex E (recommended) Calculation of walls of multi-storey buildings made of stone
masonry to the vertical load on the opening of cracks at
different loading or different rigidity of adjacent sections
walls ................................................. ................................................. .................................79
Bibliography................................................. ................................................. .................81

Introduction

This set of rules has been drawn up taking into account the requirements of federal
laws of December 27, 2002 No. 184-FZ "On technical regulation", dated
June 22, 2008 No. 123-FZ "Technical regulations on the requirements
fire safety", dated December 30, 2009 No. 384-FZ "Technical
regulation on the safety of buildings and structures.
The update was carried out by the team of authors of the TsNIISK im.
V.A. Kucherenko - Institute of JSC "NIC "Construction":
tech candidates. Sciences A.V. Granovsky, M.K. Ishchuk (heads
works), V.M. Bobryashov, N.N. Kruchinin, M.O. Pavlova, S.I. Chigrin;
engineers: A.M. Gorbunov, V.A. Zakharov, S.A. Minakov, A.A. Frolov
(TsNIISK named after V.A. Kucherenko); tech candidates. Sciences A.I. Bedov (MGSU),
A.L. Altukhov (MOSGRAZHDANPROEKT). General edition - Cand. tech. Sciences O.I. Ponomarev (TsNIISK named after V.A. Kucherenko).

SET OF RULES
STONE AND REINFORCED STONE STRUCTURES
Masonry and reinforced masonry structures

Introduction date 2013-01-01

1 area of ​​use
This set of rules applies to the design of masonry and
reinforced masonry structures of new and reconstructed buildings and structures
for various purposes, operated in the climatic conditions of Russia.
The standards establish requirements for the design of stone and reinforced masonry
structures built using ceramic and silicate bricks,
ceramic, silicate, concrete blocks and natural stones.
The requirements of these standards do not apply to the design of buildings and
structures subject to dynamic loads, erected on
undermined territories, permafrost soils, in seismically hazardous areas, and
also bridges, pipes and tunnels, hydraulic structures, thermal units.

2 Normative references
Normative documents, to which there are references in the text of these norms,
are given in Appendix A.
Note - When using this set of rules, it is advisable to check
the effect of reference standards and classifiers in the public information system on
official website of the national body of the Russian Federation for standardization on the Internet
or according to the annually published information index "National Standards", which
published as of January 1 of the current year, and according to the corresponding monthly published
information signs published in the current year. If the referenced document is replaced
(changed), then when using this set of rules, you should be guided by the replaced
(modified) document. If the referenced document is canceled without replacement, then the provision in which
a link to it is given, applies to the part that does not affect this link.

3 Terms and definitions
This set of rules adopts the terms and definitions given in Appendix B.

4 General provisions
4.1 When designing masonry and reinforced masonry structures,
apply constructive solutions, products and materials that provide
required bearing capacity, durability, fire safety,
thermal characteristics of structures and temperature and humidity conditions
(GOST 4.206, GOST 4.210, GOST 4.219).
4.2 When designing buildings and structures, it is necessary to provide
measures to ensure the possibility of their construction in winter conditions.
4.3 Application of silicate bricks, stones and blocks; stones and blocks
cellular concrete; hollow ceramic bricks and stones, concrete blocks with
voids; ceramic brick semi-dry pressing is allowed for outdoor
walls of premises with a wet regime, subject to application to their internal
vapor barrier surface. The use of these materials for
walls of rooms with a wet regime, as well as for the outer walls of basements, plinths and
foundations are not allowed.
The use of three-layer masonry with effective insulation for external walls
rooms with a wet operating mode is allowed provided that it is applied to
their inner surfaces of the vapor barrier coating. The use of such masonry
for external walls of rooms with a wet mode of operation, as well as for
the outer walls of basements are not allowed.
4.4 The design of building elements should not be
the cause of the latent spread of combustion throughout the building, structure, structure.
When used as an inner layer of combustible insulation, the limit
fire resistance and constructive fire hazard class of building structures
must be determined under the conditions of standard fire tests or by a calculation and analytical method.
Techniques for conducting fire tests and calculation and analytical methods
determination of fire resistance limits and constructive fire hazard class
building structures are established by regulatory documents on fire
security.
4.5 The application of this document ensures that the requirements are met
Technical regulation "On the safety of buildings and structures".