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Corrected table 1 for frost resistance of stone materials for the outer part of the walls. The requirements for two-layer walls have been clarified, in particular, a requirement has been introduced for a minimum grade for frost resistance not only of the front layer, but also of the inner one. This is justified by the fact that with a thin face layer, especially made of materials denser than the inner one, defrosting can occur in the latter due to steam condensation from inside the room, as well as moisture penetration from the outside, especially at the level of horizontal expansion joints.

A requirement for a minimum frost resistance grade for the front layer of three-layer walls has been introduced.

In clause 7.18, instead of instructions on the inadmissibility of designing elements of stone structures operating in bending along an unbound section, it is written that it is allowed to design such elements in the case of checking the strength of the normal adhesion of a brick (stone, block) with masonry mortar directly at the facility in accordance with GOST 24992 “The constructions are made of stone. Method for determination of adhesion strength in masonry ". This is justified by the fact that when this provision was recorded in the previous editions of SNiP, the outer walls were, as a rule, carrying and self-supporting from massive masonry of great thickness and practically not working out of plane under normal operating conditions. Currently, there has been a transition to the massive construction of multi-layer walls with thin layers.

Clause 7.24 has been clarified regarding the assignment of coefficients, taking into account the flexibility of multi-layer walls, since with the previous record, in some cases, the flexibility of the section could be underestimated.

Corrected calculation of masonry for a tied (vertical) section under the action of tensile forces in the plane of the wall. A method for determining horizontal tensile stresses in the facing layer masonry under temperature and humidity influences is presented.

In clause 7.29.2, the procedure for checking the tensile strength of flexible ties and L-shaped tie nets located at the corner of the walls is corrected.

The terminology has been changed, the term “polymer composite materials” has been used instead of the term “composite materials”.

In clause 9.32.1 it is written that when using hollow bricks with an outer wall thickness of less than 20 mm, but not less than 12 mm, the frost resistance grades indicated in Table 1 should be taken one step higher.

Table 33.1 clarifies the distance between vertical expansion joints. Distances are assigned according to table 33.1 depending on the temperature change Δ twith, ° С according to SP 20.1330.2016, or according to the calculation methods given in the joint venture, which make it possible to take into account a number of features of wall structures, flexible ties and floors and optimize the design decisions taken.

The noticed typos and inaccuracies have been eliminated.

UPDATED EDITION OF SNiP II-22-81 *

Masonry and reinforced masonry structures

SP 15.13330.2012

OKS 91.080.30

Foreword

The goals and principles of standardization in the Russian Federation are established by the Federal Law of December 27, 2002 N 184-FZ "On technical regulation", and the development rules - by the Decree of the Government of the Russian Federation of November 19, 2008 N 858 "On the procedure for the development and approval of sets of rules ".

About the set of rules

1. Performers - Central Research Institute of Building Structures named after V.A. Kucherenko (TsNIISK named after V.A.Kucherenko) - Institute of JSC "Research Center" Construction ".
2. Introduced by the Technical Committee for Standardization TK 465 "Construction".
3. Prepared for approval by the Department of Architecture, Construction and Urban Planning 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 N 635/5 and entered into force on January 1, 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 masonry structures".
Information about changes to this set of rules is published in the annually published information index "National Standards", and the text of changes and amendments - in the monthly published information indexes "National Standards". In case of revision (replacement) or cancellation of this set of rules, the corresponding notification will be published in the monthly published information index "National Standards". The relevant information, notice and texts are also posted in the public information system - on the official website of the developer (Ministry of Regional Development of Russia) on the Internet.

Introduction

ConsultantPlus: note.
In the official text of the document, apparently, there is a misprint: Federal Law No. 123-FZ was adopted on July 22, 2008, and not on June 22, 2008.

This set of rules has been drawn up taking into account the requirements of Federal Laws dated December 27, 2002 N 184-FZ "On technical regulation", dated June 22, 2008 N 123-FZ "Technical regulations on fire safety requirements", dated December 30, 2009 No. N 384-FZ "Technical regulations on the safety of buildings and structures".
The update was carried out by the team of authors of TsNIISK named after V.A. Kucherenko - by the Institute of JSC "Research Center" Construction ": Candidates of Technical Sciences A.V. Granovsky, M.K. Ishuk (work supervisors), V.M. Bobryashov, N.N. I. Chigrin; engineers: A. M. Gorbunov, V. A. Zakharov, S. A. Minakov, A. A. Frolov (TsNIISK named after V.A. MGSU), AL Altukhov (MOSGRAZHDANPROEKT) General edition - Candidate of Technical Sciences OI Ponomarev (TsNIISK named after VA Kucherenko).

1 area of ​​use

This set of rules applies to the design of stone and reinforced-masonry structures for 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 erected 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 in undermined areas, permafrost, in earthquake-prone areas, as well as bridges, pipes and tunnels, hydraulic structures, heating units.

The normative documents referenced in the text of these standards are given in Appendix A.
Note. When using this set of rules, it is advisable to check the operation of reference standards and classifiers in the public information system on the 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 was published as of January 1 of the current year, and according to the relevant monthly information signs published in the current year. If the referenced document is replaced (changed), then when using this set of rules, one should be guided by the replaced (changed) document. If the referenced document is canceled without replacement, then the provision in which the link to it is given applies to the extent that does not affect this link.

3. Terms and definitions

In this set of rules, the terms and definitions given in Appendix B.

4. General provisions

4.1. When designing stone and reinforced-masonry structures, constructive solutions, products and materials should be used that ensure the 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, measures should be taken to ensure that they can be erected in winter conditions.
4.3. Application of silicate bricks, stones and blocks; aerated concrete stones and blocks; hollow ceramic bricks and stones, concrete blocks with voids; semi-dry pressing ceramic bricks are allowed for the outer walls of rooms with a wet mode, 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 mode, as well as for the outer walls of basements, plinths and foundations is not allowed.
The use of three-layer masonry with an effective insulation for the outer walls of rooms with a wet mode of operation is allowed provided that a vapor barrier coating is applied to their inner surfaces. The use of such masonry for the outer walls of rooms with a wet mode of operation, as well as for the outer walls of basements, is not allowed.
4.4. The structural design of building elements should not be the reason for the latent spread of combustion throughout the building, structure, structure.
When a combustible insulation is used as an inner layer, the fire resistance limit and the class of constructive fire hazard of building structures must be determined under the conditions of standard fire tests or by a calculation and analytical method.
Fire test methods and analytical and analytical methods for determining the fire resistance limits and the class of constructive fire hazard of building structures are established by fire safety regulations.
4.5. The application of this document ensures that the requirements of the Technical Regulations "On the Safety of Buildings and Structures" are met.

5. Materials

5.1. Bricks, stones and mortars for stone and reinforced masonry structures, as well as concretes for the manufacture of stones and large blocks must meet the requirements of the relevant standards: GOST 28013; GOST 4.233; GOST 530; GOST 379; GOST 4001; GOST 6133; GOST 9479; GOST 31189; GOST 31357; GOST 4.210; GOST 4.219; GOST 25485; GOST R 51263; GOST 8462; GOST 5802 and apply the following grades or classes:
a) stones - according to the average compressive strength (brick - compression, taking into account its average bending strength): M7, M10, M15, M25, M35, M50, M75 - stones of low strength - light concrete and natural stones, ceramic , including large format; M100, M125, M150, M200 - bricks and stones of medium strength, including large-format, ceramic, concrete and natural; М250, М300, М400, М500, М600, М800 and М1000 - bricks and stones of high strength, including natural and concrete clinker;
b) concrete of compressive strength classes:
heavy - B3.5; AT 5; B7.5; B12.5; B15; IN 20; B22.5; 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;
polystyrene concrete - B1.0; B1.5; B2.0; B2.5; B3.5;
large pore - 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 concrete as heat insulators, the ultimate compressive strength of which is 0.5 MPa or more; and for liners and plates not less than 1.0 MPa;
c) solutions for the average compressive strength - 0.4 MPa, and for grades for compressive strength - M4, M10, M25, M50, M75, M100, M150, M200;
d) stone materials for frost resistance - F10, F15, F25, F35, F50, F75, F100, F150, F200, F300.
For concrete, frost resistance grades are the same, except for F10.
5.2. Design marks 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 construction and climatic zones, depending on the expected service life of the structures, but not less than 100, 50 and 25 years are given in 5.3 and Table 1.
Note. Design grades for frost resistance are established only for materials from which the upper part of the foundations is erected (up to half the estimated depth of soil freezing, determined in accordance with SP 22.13330).

Table 1

┌───────────────────────────────────────────────────────┬─────────────────┐
│ Type of construction │ Values ​​│
│ │ frost resistance F│
│ │ masonry │
│ │ materials at │
│ │ alleged │
│ │ service life │
│ │ designs, years │
│ ├─────┬─────┬─────┤
│ │ 100 │ 50 │ 25 │

│1. External walls made of solid masonry or cladding │ │ │ │
│without effective insulation, external two-layer walls│ │ │ │
│ when the density of the masonry of the inner layer is not less than │ │ │ │
│1400 kg / m3 in buildings with room humidity conditions: │ │ │ │
│ a) dry and normal │ 25 │ 25 │ 25 │
│ b) wet │ 35 │ 25 │ 15 │
│ c) wet │ 50 │ 35 │ 25 │
├───────────────────────────────────────────────────────┼─────┼─────┼─────┤
│2. External three-layer walls with effective │ │ │ │
│ insulation: │ │ │ │
│ a) face layer of masonry 120 mm thick │ 75 │ 75 │ 75 │
│ b) front layer of masonry with a thickness of 250 mm and more │ 50 │ 50 │ 50 │
├───────────────────────────────────────────────────────┼─────┼─────┼─────┤
│3. Foundations, plinths and underground wall parts: │ │ │ │
│ a) from concrete blocks, ceramic bricks │ 50 │ 35 │ 25 │
│ plastic formation (including clinker) │ │ │ │
│ b) from natural stone │ 35 │ 25 │ 25 │
├───────────────────────────────────────────────────────┴─────┴─────┴─────┤
│ Notes. 1 Grades for frost resistance, given in table 1, │
│can be lowered for masonry made of ceramic plastic bricks│
│ pressing one step (except for item 2) in the following cases: │
│ a) for external walls with wet and wet conditions of rooms protected by
│ from the inside with waterproofing or vapor barrier coatings; │
│ b) for foundations and underground parts of walls of buildings with sidewalks or
│blank areas, erected in low-moisture soils, if the level of groundwater│
│ below the planning mark of the earth by 3 m or more. │
│ 2. In the Northern construction and climatic zone, the brands according to
│ frost resistance, given in positions 1 - 2, increase by one
│step, and the cladding of buildings - two steps, but not higher than F100. │
│ 3. Grades for frost resistance of stone materials given in
│ pos. 3, used for foundations, plinths and underground parts of walls, │
│ should be increased by one step if the groundwater level is lower
│planning ground mark by less than 1 m. │
│ 4. For external two-layer walls with the density of the masonry of the internal
│ layer less than 1400 kg / m3 grade for frost resistance of stone materials, │
│ given in pos. 1 should be increased by one notch. │
│ 5. As agreed with the customer, test requirements│
│ frost resistance does not apply to natural stone materials, │
│which, based on the experience of past construction, have shown sufficient│
│ frost resistance in similar operating conditions. │
└─────────────────────────────────────────────────────────────────────────┘

5.3. For the coasts of the Arctic and Pacific oceans with a width of 100 km, which are not included in the Northern construction and climatic zone, frost resistance marks for materials for the outer part of the walls (with solid walls - 25 cm thick) and for foundations (for the entire width and height) should be one step higher than those indicated in table 1.
Note. The definitions of the boundaries of the Northern construction and climatic zone and its subzones are given in SP 131.13330.

5.4. For the reinforcement of stone structures in accordance with SP 63.13330, the following should be used:
for mesh reinforcement - reinforcement of classes A240 and B500;
for longitudinal and transverse reinforcement, anchors and ties - reinforcement of classes A240, A300, B500.
For embedded parts and connecting linings, steel should be used in accordance with SP 16.13330.

9.1. General provisions for the construction of stone structures

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

Solid masonry of external walls made of materials with a density of more than 1400 kg / m3 should be used for unheated buildings or for industrial buildings with a large heat emission.

9.1.2. Work 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 in accordance with Appendix U.

9.1.3. The use of masonry materials, depending on the humidity parameters of the premises, is given in SP 15.13330.

9.1.4. Weakening of stone structures with holes, grooves, niches, assembly openings not provided for by the project or PPR is not allowed.

9.1.5. The masonry filling of the frames should be carried out in accordance with the requirements for the erection of load-bearing stone structures, and in accordance with the requirements of 9.3 - 9.6.

9.1.6. In case of forced breaks, the masonry must be performed in the form of an inclined line.

9.1.7. The difference in the heights of the masonry being erected on adjacent grips and when laying the abutments of the outer and inner walls, as well as the difference in heights between adjacent sections of the foundation masonry, should not exceed 1.2 m.

9.1.8. The installation of fasteners in the places where reinforced concrete structures adjoin the masonry should be carried out in accordance with the project.

The erection of stone structures on the next floor is allowed only after the supporting structures of the floors of the erected floor have been laid, the walls are anchored and the seams between the floor slabs are monolithic. It is not allowed to install floor slabs in pre-prepared strips.

9.1.9. The maximum height for erection of free-standing stone walls (without laying ceilings or coverings) should not exceed the values ​​indicated in table 9.1. When erecting free-standing walls of greater height, temporary fasteners should be used.

9.1.10. The height of unreinforced stone partitions, not secured by ceilings or temporary fastenings, should not exceed 1.5 m for partitions 9 cm thick, made of stones and bricks on an edge with a thickness of 8.8 cm, and 1.8 m - for partitions 12 cm thick, made of bricks.

9.1.11. When connecting the partition with transverse walls or partitions, as well as with other rigid structures, it is allowed to increase their heights by 15% with a distance between rigid structures less than 3.5H, by 25% - with a distance of not more than 2.5H and by 40% - no more 7.5H.

9.1.12. Control over the quality of the masonry is carried out by the manufacturer of the works, the construction foreman. Strict straightness and horizontality of the rows during the masonry period is ensured by the tension of the moorings, the laying of beacons and level checking; deviation in seam thickness is allowed up to +/- 2 mm.

The verticality of the walls and pillars is checked by hanging with a plumb line. The deviation from verticality should not be more than 5 mm when laying under joining and not more than 7 mm when laying under plaster. The horizontality and verticality of the surface masonry is periodically checked with geodetic instruments.

9.1.13. After the end of the laying of each floor, an instrumental check of the horizontalness and marks of the top of the masonry should be carried out, regardless of the intermediate checks of the horizontalness of its rows.

9.2. Masonry from ceramic and silicate bricks, from ceramic, concrete, silicate and natural stones of the correct shape

9.2.1. Brick and stone masonry of the correct shape should be performed with dressing: for single brick masonry - 1 butt row for 6 spoon rows of masonry; for one-and-a-half brick masonry - 1 butt row for 4 spoon rows of masonry; for masonry from stones of the correct shape - 1 row of spikes for 3 spoon rows of masonry. Other types of dressings should be indicated in the working drawings. Ditch rows in the masonry must be laid from whole bricks and stones of all types. Regardless of the adopted system of dressing the seams, laying the stitching rows is mandatory in the lower (first) and upper (last) rows of the structures being erected, at the level of cutoffs of walls and pillars, in protruding rows of masonry (cornices, belts, etc.).

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

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

9.2.3. The use of half-timber bricks is allowed only in the laying of backing rows and lightly loaded stone structures (wall sections under windows, etc.) no more than 10%.

9.2.4. The thickness of horizontal joints of brick and stone masonry of regular shape should be 12 mm, vertical joints - 10 mm.

9.2.5. Horizontal and transverse vertical seams of masonry walls, as well as seams (horizontal, transverse and longitudinal vertical) in lintels, walls and pillars should be filled with mortar.

9.2.6. When laying in a hollow joint, the depth of 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 posts.

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

9.2.8. Steel reinforcement of ordinary brick lintels should be laid on the formwork in a layer of mortar 30 mm thick under the bottom row of bricks. The number of rods is set by the project, but must be at least three. Smooth rods for reinforcing the lintels must have a diameter of at least 6 mm, end with hooks (bends) and be embedded in the walls by at least 25 cm. The rods of a periodic profile are not bent by hooks.

9.2.9. When holding brick lintels in the formwork, it is necessary to observe the terms indicated in Table 9.2.

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

9.2.11. Eaves should be laid in accordance with the project. In this case, the overhang of each row of brickwork in the eaves should not exceed 1/3 of the brick length, and the total removal of the unreinforced brick eaves should be no more than half the wall thickness.

Masonry of anchored cornices is allowed to be performed after the masonry reaches the design strength, into which the anchors are embedded.

When installing eaves after the end of the wall, their stability must be provided with temporary fixings.

All embedded reinforced concrete prefabricated elements (cornices, belts, 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.

9.2.12. When erecting walls made of ceramic stones in overhanging rows of cornices, belts, parapets, firewalls, where bricks are required, a full-bodied or special (profile) facing brick with frost resistance of at least F50 with protection against moisture should be used.

9.2.13. Ventilation ducts in the walls should be made of ceramic solid bricks of the grade not lower than M100 or silicate grade M100 to the level of the attic floor, and above - from solid ceramic bricks not lower than the M100 grade with grouting.

Channels can be made of wall masonry materials if the project provides for special pipes or ceramic channel products. Above the level of the attic floor, the requirements are the same.

Smoke ducts from individual boiler rooms, in which stainless steel pipes with basalt insulation are installed, should be made of solid brick of the M100 brand. Above the level of the covering or roof, the pipes should be lined with solid ceramic bricks of the M100 grade, enclosed in a steel sheet along the perimeter and in its upper part.

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

• the thickness of the seams in the reinforced masonry must exceed the sum of the diameters of the intersecting reinforcement by at least 4 mm with a seam thickness of not more than 16 mm;
• for transverse reinforcement of pillars and walls, the meshes should be made and laid so that there are at least two reinforcing bars (of which the mesh is made) protruding 2 - 3 mm on the inner surface of the wall or on both sides of the column;
• with longitudinal reinforcement of masonry, steel reinforcement rods along the length should be connected to each other by welding;
• when arranging joints of reinforcement without welding, the ends of smooth rods should end with hooks and be tied with a wire with an overlap of the rods by 20 diameters.

9.2.15. After their erection, the cut of the brick basement and other protruding parts of the masonry should be protected from the ingress of atmospheric moisture, following the instructions in the project, in the absence of instructions in the project - with a cement-sand mortar of grade not lower than M100 and F50.

It is necessary to provide for the protection of walls and pillars from moisture from the side of the foundations, as well as from the side of adjacent sidewalks and the blind area by installing a waterproofing layer above the level of the sidewalk or the top of the blind area. The waterproofing layer should also be installed below the basement floor.

9.3. Masonry of multilayer lightweight external walls. Load-bearing external walls

9.3.1. The erection of walls from lightweight masonry with rigid vertical diaphragms must be carried out in accordance with the working drawings and the following requirements:

• all the seams of the outer and inner layers of the walls of lightweight masonry should be carefully filled with a mortar with facing of the front seams and grouting of the internal seams, with the obligatory implementation of wet plaster of the wall surface from the side of the room;
• slab insulation should be laid with a tight abutment to the masonry;
• metal ties installed in masonry must be protected from corrosion;
• it is not allowed to use backfill insulation when erecting multi-layer (lightweight) masonry;
• the windowsill areas of the outer walls must be protected from moisture by installing ebb tides according to the project;
• during the production process during the period of atmospheric precipitation and during a break in work, measures should be taken to protect the insulation from getting wet.

9.4. Non-bearing (curtain) multi-layer walls

9.4.1. The execution of work on the laying of "curtain" walls should be carried out after the completion of the construction and installation work of the supporting frame and its acceptance according to the act.

9.4.2. The verticality and coaxiality of the protruding end faces of the floors, which are the support for the outer walls, should be checked floor by floor by geodetic survey. The deviations in the dimensions of the finished concrete reinforced concrete structures should not exceed those indicated in table 5.12.

9.4.3. The execution of work on the arrangement of external walls should be carried out in the presence of a PPR and a technological map indicating the operations and the schedule of work, with the obligatory drawing up of an act for hidden work and the conduct of construction control (technical and architectural supervision).

9.4.4. The work on the laying of three-layer curtain walls is carried out in the following sequence:

a) when installing from a floor:

• the construction of the wall begins with the laying of the inner layer. The masonry is made from the overlap of each floor in sections with a floor height and a length equal to the span between the supporting structures (transverse walls or pylons);

b) when installing from scaffolding means:

• for the device of the heat-insulating and facing layers of the wall, means of paving are arranged (scaffolding, hinged platforms, platforms);
• heat-insulating plates are attached to the bearing layer of the wall with glue and additionally with expansion dowels;
• when preparing the load-bearing part of the wall before fixing the thermal insulation to it, it is recommended to use leveling plaster and putty, if necessary;
• the glue should be applied to the thermal insulation board using a plastering spatula in the form of a roller (4 - 6 cm wide) along the entire perimeter with a 2 - 3 cm deviation from the edges and additionally with "cakes" on the rest of the board surface, while the area of ​​the glued surface of the boards is not less than 40%;
• the installation of the slabs in the design position is carried out with pressing to the surface of the bearing part of the wall and alignment in height relative to each other with rammers. The formation of excess protruding glue is unacceptable;
• horizontal alignment of thermal insulation boards can be carried out using a wooden lath temporarily fixed to the supporting part of the wall or using a metal profile (made of aluminum or galvanized steel) with a thickness of 1 - 1.5 mm, which is fixed to the supporting part of the wall with dowels located at a step not more than 300 mm;
• thermal insulation boards are installed close to each other. If gaps of more than 2 mm are formed between them, they must be filled with the material used with insulation or polyurethane foam;
• installation and gluing of thermal insulation boards should be carried out in two layers with bandaging of seams with a gear pinching device on the outer and inner corners of the walls;
• installation of dowels for fixing thermal insulation boards should be carried out after the adhesive has completely dried. Drying time at an outdoor temperature of 20 ° C and a relative humidity of 65% is at least 72 hours. Each insulation board must be secured with two umbrella plugs.

During the laying of the facing layer at the height specified in the project, flexible connections are established. Holes are drilled in the inner layer of the wall through the insulation and steel or plastic spacers or "chemical anchors" provided by the project are installed.

9.4.5. Masonry work for double-layer curtain walls should be carried out from the floor and scaffolding in the following sequence.

The construction of the wall begins with the laying of the outer facing and inner layers at the same time.

As the masonry is completed with the step specified in the project, reinforcing mesh-ties connecting both layers of the masonry are placed in the broadened mortar joints (16 mm) into the mortar.

With the same height step, the masonry is attached to the supporting internal structures (walls or pylons) using the anchors provided for by the project.

The masonry of the curtain walls of each floor is completed with a horizontal expansion joint 30 mm thick under the floor slab (crossbar, beam).

9.5. Requirements for structures and materials of the face layer of multilayer walls

9.5.1. On the facades of buildings at the floor level, it is necessary to provide for water bumpers-cornices no more than three floors in height.

Departure of the eaves - not less than 50 mm, with the device through three floors - not less than 150 mm.

External jointing should be done flush or with an external bead.

The overhang of the bottom row of the facing layer with the supporting structure should not exceed 15 mm.

The displacement of the bricks of the face layer relative to each other from the plane of the wall is not allowed.

Under construction conditions, gluing ceramic tiles, sawn bricks or other decorative elements to the outer end of the floor slab, as well as building up with a reinforced plaster layer of more than 40 mm, is not allowed.

Installation of decorative elements on the end of the ceiling is allowed only in the formwork before pouring concrete with the fastening provided for by the project.

9.5.2. Installation and fastening to the facing layer of three-layer walls of air conditioners, communication "plates", stretch marks and the like are not allowed. The nodes for attaching them to the load-bearing part of the wall should be carried out according to the project.

9.5.3. Horizontal and vertical expansion joints and the distances between them in the face layer of three-layer walls should be provided for by the project.

9.5.4. In three-layer walls, flexible ties must be provided for connecting the facing and inner layers in an amount of at least 4 pcs / m2, and additional ties at the corners and near the openings. Ties should be installed at right angles to the wall surface; they must have bends or thickenings (for polymeric materials).

The depth of anchoring into the mortar joint - according to the project, material - stainless, corrosion-resistant steel.

9.5.5. The use of an inner layer for masonry, to which the outer layer of masonry is attached using flexible ties, from concrete of class below B2, ceramic and other stones of grade below M50 is not allowed.

9.5.6. At the intersections of the walls, horizontal T-shaped tie nets should be laid, inserted into the inner layer of the masonry by at least 1 m in each direction.The spacing of the tie nets in the inner layer of masonry should be no more than 60 cm in height.

9.5.7. The inner layer of the masonry, to which the outer layer is attached with flexible ties, must be fixed to the vertical elements of the frame. Air vents should be installed in the vertical seams of the lower and upper rows of masonry in accordance with SP 50.13330.

9.6. Wall masonry made of large ceramic hollow stones

9.6.1. The masonry of walls made of large stones 219 mm high and 250 mm wide should be done with a bandage of 1/2 stone.

9.6.2. Complementary stones should be manufactured at the factory.

9.6.3. The size of the stones must comply with GOST 530.

9.6.4. Lay the masonry on mortars M75 and more with a cone draft of 7 - 9 cm.

9.6.5. The thickness of mortar joints is 8 - 12 mm, reinforced with a mesh for connection with a facing layer of 10 - 16 mm. Vertical joints are not filled with mortar, the connection of stones along the wall is a groove-comb.

9.6.6. Floor slabs in buildings with load-bearing walls should be supported by 120 mm on a cement-lime-sand mortar 15 mm thick, laid directly on a masonry of large-format stones. Installation of slabs should be carried out no earlier than 7 - 8 days after laying the mortar.

9.6.7. When supporting beams, girders should be provided for by the project "pillows", belts.

9.7. Wall masonry from large silicate blocks

9.7.1. The laying of walls made of large silicate blocks and panels of partitions up to 62.3 cm in height should be performed with a ligation, depending on the block height and equal to u = 0.4h (Table 9.3).

9.7.2. The dimensions of the blocks must comply with GOST 379.

9.7.3. Laying should be done with adhesive or conventional mortars M75 and higher.

9.7.4. Thickness of mortar joints:

• on glue solution - 2 mm;
• on cement-lime-sand mortar - 12 mm;
• reinforced with mesh - 16 mm.

In a tongue-and-groove connection, the vertical seams are not filled with mortar.

9.7.5. The support of floor slabs, beams, lintels should be carried out directly on silicate blocks through a layer of cement mortar with a thickness of no more than 15 mm, grade M100 and above.

9.7.6. Installation of large silicate blocks must be carried out using a grab gripper with a crane with a lifting capacity of at least 500 kg.

Blocks with dimensions 248 x 248 x 250 mm can be laid without a crane (manually).

The laying of each floor begins with the laying of a control row with a thickness of 80 - 123 mm with a careful check of all dimensions, horizontality, verticality of edges and corners.

9.7.7. At the intersection of walls made of large silicate blocks, the dressing should be carried out by means of passage rows through the row.

9.7.8. Fastening of silicate panel tongue-and-groove partitions to the walls and to each other should be carried out with anchors made of perforated strip corrosion-resistant steel inserted into each mortar joint.

The stability of panel partitions during installation must be ensured with inventory fasteners.

9.7.9. The height of silicate panel tongue-and-groove partitions, not fixed with temporary fasteners, should not exceed 1 m for partitions with a thickness of 7 - 8 cm and 1.5 m - for partitions with a thickness of 10 cm.

The height of silicate panel partitions with a thickness of 70 mm, fixed in the upper part to the ceilings, should not exceed 2.5 m; 80 mm thick - 2.7 m with a length of no more than 6 m.

In partitions of large dimensions, pilasters or posts (columns) should be provided, fixed to the supporting structures of the building.

9.8. Wall cladding in the process of masonry construction

9.8.1. For facing works, cement-sand mortars on Portland cement and pozzolanic cements should be used. The alkali content in cement should not exceed 0.6%. The mobility of the mortar, 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, no more than 8 cm.

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

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

9.8.3. Facing boards must be installed with mortar joints along the contour of the boards or close to each other. In the latter case, the abutting edges of the slabs must be ground.

9.8.4. The erection of walls with their simultaneous cladding, rigidly connected to the wall (facing brick and stone, slabs of silicate and heavy concrete), at negative temperatures, should, as a rule, be carried out on a mortar with antifreeze additives. Masonry cladding with facing ceramic and silicate bricks and stones can be made by freezing according to the instructions in 9.12. In this case, the grade of mortar for masonry and cladding must be at least M50 grade.

9.9. Features of masonry arches and vaults

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

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

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

9.9.3. The deviations of the dimensions of the formwork of double-curved arches 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 of 1/200 of the lifting boom of the arch, along the width of the arch wave - 10 mm.

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

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

9.9.5. The laying of double-curved vaults should be started no earlier than 7 days after the end of the arrangement of their heels at an outside air 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 - 2 times.

The laying of vaults with puffs, in the heels of which prefabricated reinforced concrete elements or steel frames are installed, may begin immediately after the end of the installation of the heels.

9.9.6. The edges of the abutment of adjacent waves of double-curved vaults are kept on the formwork for at least 12 hours at an outside air temperature above 10 ° C. At lower positive temperatures, the holding time of the vaults on the formwork increases in accordance with the instructions in 9.9.5.

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 times are increased according to 9.9.5.

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

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

9.9.7. The erection 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 (see 9.12). The waves of the vaults, erected at negative temperatures, are kept in the formwork for at least 3 days.

9.10. Rubble stone and rubble concrete masonry

9.10.1. Stone structures made of rubble and rubble concrete are allowed to be erected using rubble stone of irregular shape, with the exception of the outer sides of the masonry, for which a bed stone should be used.

9.10.2. Rubble masonry should be performed in horizontal rows up to 25 cm high with a stone on the front side of the masonry, chipping and filling the voids with a solution, as well as bandaging the seams.

Rubble masonry with pouring with a cast mortar of joints between stones is allowed only for structures in buildings up to 10 m high, erected on non-subsiding soils.

9.10.3. When cladding rubble masonry with brick or stone of the correct shape simultaneously with masonry, the cladding should be tied with the masonry with a butt row every 4 - 6 spoon rows, but no more than 0.6 m.

9.10.4. Breaks in rubble stone 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 over the surface of the stones in the upper row.

9.10.5. Structures from rubble concrete must be erected in compliance with the following rules:

• the concrete mix should be laid in horizontal layers with a height of no 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;
• the embedding of stones into concrete should be done immediately after the placement of concrete in the process of its compaction;
• the erection of rubble concrete foundations in trenches with sheer walls is allowed to be carried out without formwork in a rasp;
• breaks in work are allowed only after laying a number of stones in the last (top) layer of the concrete mixture;
• resumption of work after a break begins with the laying of concrete mix.

For structures made of rubble and rubble concrete, erected in dry and hot weather, care should be taken as for monolithic concrete structures.

9.11. Additional requirements for work in seismic areas

9.11.1. Brickwork and ceramic crevice stones must be installed in compliance with the following requirements:

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

9.11.2. The use of bricks and ceramic stones with a high content of salts, protruding on the surfaces, is not allowed.

The surface of bricks, stones and blocks must be cleaned of dust and dirt before laying:

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

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

• before the start of masonry work, the optimal ratio between the amount of preliminary moistening of the wall material and the water content of the mortar should be determined;
• ordinary solutions must be used with a high water-holding capacity (water separation is not more than 2%).

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

For the preparation of solutions, sand should be used that meets the requirements of GOST 8736. Other types of fine aggregates can be used after studies of the strength and deformation properties of solutions based on them, as well as the strength of adhesion to masonry materials. In polymer-cement mortars, sands with an increased content of fine-grained clay and dusty particles must not be used.

9.11.5. When laying on polymer-cement mortars, the brick should not be moistened before laying, as well as the laying during the period of strength gain.

9.11.6. 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% of the strength at 28 days of age. If the adhesion strength in the masonry does not match the design value, it is necessary to stop the work until the issue is resolved by the design organization.

9.11.7. During the construction of buildings, it is not allowed to contaminate niches and breaks in walls, gaps between floor slabs and other places intended for reinforced concrete inclusions, belts and straps, as well as reinforcement located in them, with mortar and debris.

Anti-seismic joints must be freed from formwork and debris. It is forbidden to close up anti-seismic joints with bricks, mortar, sawn timber, etc. If necessary, anti-seismic joints can be covered with aprons or glued with flexible materials.

9.11.9. When installing lintel and strapping blocks, it is necessary to ensure the possibility of free passage of vertical reinforcement through the holes provided in the design in the lintel blocks.

9.12. Construction of stone structures in winter conditions

9.12.1. The 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 grade (ordinary and with antifreeze additives) for winter work, the mobility of the mortar and the terms of preservation of mobility are pre-determined by the construction laboratory in accordance with the requirements of the current regulatory documents and adjusted taking into account the materials used.

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

9.12.2. Masonry in winter can be carried out using all dressing systems used in summer. When laying on mortars without antifreeze additives, a single-row dressing should be performed.

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

9.12.3. The erection of walls and pillars along the perimeter of the building or within the limits between the sedimentary joints should be carried out evenly, avoiding gaps in height by more than 1/2 storey.

When laying blind sections of walls and corners, breaks are allowed no more than 1/2 floor high and are made with a striker.

9.12.4. During breaks in work, it is not allowed to lay the solution on the upper row of masonry. To protect against icing and snow drifting, the top of the masonry should be covered during a break in work.

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

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

• with antifreeze additives on solutions not lower than the M50 brand;
• on ordinary solutions without antifreeze additives, followed by timely strengthening of the masonry by heating;
• by freezing on ordinary (without antifreeze additives) solutions not lower than M10 grade, provided that sufficient bearing capacity of the structures is ensured during the thawing period (at zero strength of the solution).

9.13. Masonry with anti-frost additives

9.13.1. When preparing solutions with antifreeze additives, one should be guided by Appendix F, which establishes the scope and consumption of additives, as well as the expected strength depending on the time of hardening of solutions in frost.

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

9.14. Laying on mortars without anti-frost additives, followed by strengthening of structures by heating

9.14.1. When erecting buildings on mortars without anti-frost additives, followed by strengthening of structures with artificial heating, the procedure for the production of work should be provided in the working drawings.

9.14.2. Laying by heating structures must be performed in compliance with the following requirements:

• the insulated part of the structure must be equipped with ventilation that ensures air humidity during the heating period is no 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 in accordance with GOST 5802;
• the temperature inside the heated part of the building in the coolest places - near the outer walls at a height of 0.5 m from the floor - must be at least 10 ° C.

9.14.3. The depth of thawing of masonry in structures when they are heated with warm air on one side is taken according to table 9.4; the duration of thawing of masonry with an initial temperature of minus 5 ° C with double-sided heating - according to table 9.5, with heating from four sides (pillars) - according to table 9.5 with a decrease in data by 1.5 times; strength of solutions hardening at different temperatures - according to table 9.6.

9.15. Freezing masonry

9.15.1. By 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.

Requirements for freezing masonry also apply to structures made of brick blocks made of ceramic bricks of a positive temperature, frozen until the blocks of tempering strength are set by the masonry and unheated before loading. The ultimate compressive strength of masonry from such blocks in the thawing stage is determined from the calculation of the strength of the solution, equal to 0.5 MPa.

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

9.15.2. When laying by 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 9.7;
• the work should be carried out simultaneously throughout the seizure;
• in order to avoid freezing of the mortar, it should be laid on no more than two adjacent bricks when making a mile and no more than 6 - 8 bricks when backfilling;
• at the work place of a bricklayer, a stock of mortar is allowed for no more than 30 - 40 minutes. The mortar box must be insulated or heated.

The use of a solution frozen or warmed with hot water is not allowed.

9.15.3. Before the onset of a thaw, before the start of thawing of the masonry, all the measures provided for by the SPR for unloading, temporary fastening or strengthening of its overstressed sections (pillars, walls, supports, trusses and girders, etc.) should be carried out on all floors of the building. It is necessary to remove accidental loads from the floors (construction waste, construction materials) that are not provided for by the project.

9.16. Quality control of work

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

In the work log, in addition to the usual entries on the composition of the work performed, the following should be recorded: the outside air temperature, the amount of additive in the solution, the temperature of the solution at the time of laying and other data affecting the hardening process of the solution.

9.16.2. 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 erection of the building is allowed to be carried out only after the mortar acquires strength (confirmed by laboratory test data) not lower than that required by the calculation specified in the working drawings for the erection of the building in winter conditions.

For subsequent control of the strength of the solution with antifreeze additives, it is necessary to make sample cubes measuring 7.07 x 7.07 x 7.07 cm during the erection of structures on a water-suction base directly at the facility.

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. With the number of sections more than two, there must be at least 12 control samples for every two sections. Control cubes must be labeled.

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 in the time required for floor control of the strength of the solution during the construction of structures.

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

To determine the final strength of the solution, three control samples must be tested after thawing in natural conditions and subsequent 28-day hardening at an outside air temperature of at least 50 +/- 5 ° C.

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

9.16.4. When erecting buildings by freezing on ordinary (without antifreeze additives) solutions, followed by strengthening the masonry by artificial heating, it is necessary to constantly monitor the temperature conditions of the solution hardening with fixing them in the log. The air temperature in rooms during heating is measured regularly, at least three times a day: at 1, 9 and 17 hours. The air temperature should be monitored 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 mean of private measurements.

9.16.5. Before spring approaches and during the period of long thaws, it is necessary to strengthen control over the state of all load-bearing structures of buildings erected in the autumn-winter period, regardless of their number of storeys, and to develop measures to remove additional loads, arrange temporary fastenings and determine the conditions for the further continuation of construction work.

9.16.6. During natural thawing, as well as artificial heating of structures, constant monitoring of the size 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 solution builds up to the design (or close to it) strength.

9.16.7. If signs of overstressing of the masonry are found in the form of deformation, cracks or deviations from the vertical, urgent measures should be taken to temporarily or permanently strengthen the structures.

9.17. Reinforcement of stone structures of reconstructed and damaged buildings

9.17.1. Reinforcement of stone structures of reconstructed and damaged buildings is carried out in accordance with working drawings developed by design organizations, which indicate the sequence of development and reinforcement of structures.

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

9.17.3. Reinforcement of stone structures by injection, depending on the degree of damage or the required increase in the bearing capacity of the 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 fineness of at least 2400 cm3 / g. The cement paste should be of normal density within 20 - 25%.

When making an injection solution, it is necessary to control its viscosity and water separation. The viscosity is determined with a VZ - 4 viscometer. It should be 13 - 17 s for cement mortars, 3 - 4 min for epoxy mortars. Water separation, determined by holding the solution for 3 hours, should not exceed 5% of the total sample volume of the solution mixture.

9.17.4. Strengthening of the walls of columns, walls can be done with steel or reinforced concrete clips, as well as with carbon fiber clips according to working drawings.

9.17.5. When reinforcing stone walls with prestressed steel straps, the exact tension of the straps should be monitored using a torque wrench or by measuring the deformations with a dial gauge with a graduation of 0.001 mm.

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

9.17.6. Replacing walls and pillars with new masonry should begin with the installation of temporary fasteners and dismantling of window fillings in accordance with the working drawings and PPR. The new masonry of the partition must be done 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 coined with a hard mortar of at least M100 grade. Temporary fastening is allowed to be removed after the new masonry reaches at least 70% of the design strength.

9.17.7. When reinforcing masonry, the following are subject to control:

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

9.18. Acceptance of stone structures

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

9.18.2. On the elements of stone structures hidden during the production of construction and installation works, including:

• places of bearing of trusses, girders, beams, floor slabs on walls, pillars and pilasters and their embedding in masonry;
• fixing precast concrete products in the masonry: cornices, balconies and other cantilever structures;
• embedded parts and their anti-corrosion protection;
• reinforcement laid in stone structures;
• sedimentary expansion joints, anti-seismic joints;
• waterproofing of masonry.

For these works, acts of hidden works are drawn up, signed by representatives of the customer, design and contractor construction organization, certifying their compliance with the project and regulatory and technical documentation.

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

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

9.18.4. When accepting stone structures performed in seismic areas, the device is additionally monitored:

• antiseismic reinforced belt at the level of the top of the foundations; floor antiseismic belts;
• reinforcement of masonry at the intersection of external and internal walls, fastening walls and partitions to 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 strength of adhesion of the mortar to the wall stone material.

9.18.5. Deviations in the size and position of stone structures from the design should not exceed those indicated in Table 9.8.

10. Welding of erection joints of building structures

10.1. General Provisions

10.1.1. Welding work management at the installation and on-site site and the maintenance of the "Welding Work Log" (ZhSR) of Appendix B must be carried out by a person who has a document on special welding education or a qualification certificate for advanced training and certification of at least level 3 of the four-level certification system for welders, issued the corresponding order for the object and the entry in the ZhSR, which is included in the set of executive documentation.

10.1.2. Welding works should be carried out according to working drawings of metal and reinforced concrete structures of KM and KZh grades, detail drawings of KMD and KZhD grades, an approved welding project (PPSR) or a special section on welding in a general work production project (PPR), flow charts (regulations) included in the set of executive documentation.

The PPSR should provide for the division of structures into mounting elements, the sequence of their assembly and welding, equipping with assembly and assembly devices and equipment, installation and hitching of scaffolds and ladders, assembly and welding technologies, types and volumes of control operations, volumes of batches of delivered products, marking, transportation and storage of a batch and more, taking into account the technological capabilities of the installation organization at a specific facility.

10.1.3. Welding and tack welding must be performed by welders who have a professional diploma (certificate) of a welder and a qualification certificate confirming the right to carry out welding works with an indication of welding methods and types of welded joints, issued in accordance with the "Rules for the certification of welders" PAS for metal structures and for fittings, reinforcement and embedded products of reinforced concrete structures. The certificates must contain a note about the annual recertification of welders. Information should be provided in the relevant sections of the GSR Appendix B.

10.1.4. Before starting work, each welder must first weld butt test (tolerance) samples for subsequent mechanical tests from the same type of rolled product (steel grade, diameter, thickness), by the same welding method, in the same spatial position and using the same modes, materials and equipment that is provided for by the project and the PPSR. The manufacture of test specimens shall be carried out in the presence of the person responsible for welding work according to 10.1.1.

10.1.5. The dimensions of plates for test specimens of steel structures, as well as the shape and dimensions of specimens for mechanical tests, made from a welded test specimen after external inspection and measurement of the butt weld, must comply with the requirements of GOST 6996. Shapes and dimensions of blanks of rods and plates for test specimens of reinforcement of reinforced concrete structures must comply with the requirements of GOST 14098, GOST 10922.

10.1.6. After external inspection and measurements, mechanical tests must be carried out in accordance with GOST 6996, GOST 10922 and in the amount specified in table 10.1. In case of unsatisfactory results of mechanical tests, additional welding of test specimens is allowed; in case of a repeated situation, the welder is not allowed to perform design (business) welded joints.

10.1.7. The surfaces of structures to be welded and the welder's workplace should be protected from rain, snow, and wind. At an ambient temperature below minus 10 ° C, it is necessary to have an inventory room for heating near the welder's workplace, at temperatures below minus 40 ° C, equip a greenhouse.

10.1.8. Fluctuations in the voltage of the power supply network to which the welding equipment is connected must not exceed +/- 5% of the nominal value. Equipment for automated and manual multi-station welding should be powered from a separate feeder.

10.1.9. Welding materials (coated electrodes, flux-cored wires, solid-section welding wires, fused fluxes) must comply with the project and the requirements of GOST 9467, GOST 26271, GOST 2246 and GOST 9087.

10.1.10. Production quality control in accordance with GOST 16037 for welding should include for the production process:

• incoming inspection of working technological documentation, availability of passports (certificates) for the base metal, for metal structures, reinforcement and embedded products, basic welding materials, qualifications of welders, condition of equipment, tools and fixtures, quality of assembly and preparation of elements for welding;
• operational control of assembly and welding processes, technological operations and the quality of welded joints;
• acceptance quality control with the main controlled features: the dimensions of the prefabricated joint, assembly, structure, the presence of external and internal defects, the mechanical properties of welded joints, the presence of marking and stamping and the correctness of the documentation, according to the completeness of coverage - selective and continuous, according to the control means used - measuring , non-destructive and destructive.

10.1.11. Documents under 10.1.10 must be included in the set of executive documentation and stored in the prescribed manner.

10.1.12. Welding consumables (electrodes, wires, fluxes) must be stored in the warehouses of installation organizations in factory containers separately by brands, diameters and lots. The warehouse must be dry, with an air temperature of at least 15 ° C and a relative humidity of no more than 50%.

10.1.13. Coated electrodes, flux-cored wires and fluxes must be calcined before use according to the modes specified in the technical specifications, passports, on the labels or tags of the welding consumables manufacturers. Solid welding wire should be cleaned of rust, grease and other contaminants. Calcined welding consumables should be stored in special cases, under conditions that prevent them from being moistened.

10.1.14. Mechanical, straightening-cutting, oxygen, air-arc, plasma and welding equipment must undergo annual certification in accordance with SNiP 12-03-2001 with metrological verification of instruments. The certificate of certification of equipment must be provided in the ZhSR. Welding equipment, shielding gas cylinders and control gear must be located under sheds or in portable machines.

10.1.15. The welder must put the personal stamp given in the ZhSR, at a distance of 40 - 60 mm from the border of the welded joint made by him: by one welder - in one place, when performed by several welders - at the beginning and end of the seam. Instead of stamps, it is allowed to draw up executive schemes with signatures of welders and fixation in the ZhSR.

10.1.16. In order to reduce residual stresses and their effect on the strength of structural elements, the possibility of hot cracks and other defects, the following should be provided for in the flow charts for PPSR: -

• a certain sequence and order of assembly, welding of field joints, tacking and seams;
• ensuring design clearances and bevels of edges that limit the volume of deposited metal;
• ensuring maximum freedom for thermal deformations;
• observance of temperature regimes of welding and cooling of seams;
• welding without interruption until the end of the process, in multilayer welding - after cleaning the previous layer from slag;
• welding with one-sided extended seams in joints with reinforcing bar linings in a checkerboard pattern; start welding, stepping back from the edges of the overlaps and overlaps and in overlapping joints at a distance;
• prevention of overlapping of craters in one cross-section of the joint during multi-pass welding;
• applying seams over the tacks only after stripping the latter;
• alternate overlapping of seams in diagonally opposite sectors of the connection in the attachment points of the girders to the columns. With a seam length of less than 300 mm, welding is carried out in one direction, more than 300 mm - from the middle to the edges in two directions;
• in monolithic reinforced concrete, the reinforcement joints regardless of the connection method, and in precast reinforced concrete, if possible, it should be carried out "apart" so that no more than 50% of the joints are located in one section of the reinforced concrete structure, and the distance along the length (height) between the beginning and the end of the connection joints must be at least double the pitch of the clamps and be more than 400 mm;
• in a steel-reinforced concrete junction of an I-column with a foundation slab, first welding the wall with the base plate on one side, then on the other, and the shelves from the inner sides are welded from diagonally opposite sides, and then sequentially - each shelf from the outside; - thermal and thermomechanical straightening, etc.

1 0.2. Assembly and welding of erection joints of steel structures

10.2.1. Metal structures or their elements must be delivered to the facility with a quality document (passport, certificate) of the manufacturer in accordance with GOST 23118.

10.2.2. It is allowed to manufacture irresponsible metal structures at installation if there are drawings of the KMD, PPSR brands and the implementation of production quality control in accordance with GOST 23118 by an independent specialized testing laboratory with the issuance of a quality document for the product.

10.2.3. Welding of structures during enlargement and in the design position should be carried out after checking the correctness of the assembly, carried out with the help of assembly and welding devices, clamping elements and other fixing devices that ensure the invariability of the shape of the assembled elements. The type and location of temporary fixings must correspond to those specified in the PPSR, and the maximum deviations of the geometric dimensions of the assembled structures and assemblies must not exceed those given in the project. Carrying over and tilting of knots assembled only with tacks is not allowed.

10.2.4. The dimensions of the structural elements of the edges and seams of welded joints made during installation and the maximum deviations of the dimensions of the cross-section of welded joints must correspond to those specified in GOST 5264, GOST 11534, GOST 8713, GOST 11533, GOST 14771, GOST 15164, GOST 23518, GOST 16037.

10.2.5. The edges of the welded elements at the locations of the seams and the adjacent surfaces with a width of at least 20 mm for manual or mechanized arc welding, and at least 50 mm for automated types of welding, as well as the junction of the initial and output strips must be cleaned with the removal of rust, grease, paint, dirt, moisture, etc. In structures made of steels with a yield strength of more than 390 MPa (40 kgf / mm2), in addition, the weld points and adjoining surfaces of the devices should be cleaned, and after oxygen or air-arc cutting, the edges should be cleaned with an abrasive tool to a depth of 1 - 2 mm with removal of protrusions and sagging.

10.2.6. The number of calcined welding consumables at the welder's workplace should not exceed the half-shift requirement. Welding consumables should be kept in conditions that prevent moisture.

When welding structures made of steels with a yield strength of more than 390 MPa (40 kgf / mm2), electrodes taken directly from the calcining or drying oven must be used within two hours.

10.2.7. Manual and mechanized arc welding of structures is allowed to be performed without heating at the ambient temperature given in table 10.2. At lower temperatures, welding should be carried out with preliminary local heating of steel to 120 - 160 ° C in a zone 100 mm wide on each side of the joint.

10.2.8. Automated submerged arc welding is allowed to be performed without heating at the ambient temperature shown in Table 10.3, and to be performed at a distance of 80 - 100 mm from the weld axis on the back side of the heated element, and at a lower temperature, local preheating should be performed according to 10.2.7 ...

10.2.9. Automated electroslag welding of elements, regardless of their thickness in structures made of low-alloy or carbon steels, can be performed without preheating at an air temperature of up to minus 65 ° C.

10.2.10. Welding points of mounting devices to structural elements made of steel with a thickness of more than 25 mm with a yield strength of 440 MPa (45 kgf / mm2) and more must be preheated to 120 - 160 ° C.

10.2.11. In structures erected or operated in areas with a design temperature below minus 40 ° C and up to minus 65 ° C, including grinding, cutting and welding of the restored section of the seam, should be performed after heating it to 120 - 160 ° C.

10.2.12. Requirements for the heating method, equipment, temperature control and other information should be contained in the technological regulations for the PPSR.

10.2.13. The seams of joints of sheet bulk and solid-wall structures with a thickness of more than 20 mm in manual arc welding should be performed using welding techniques that reduce the cooling rate of the welded joint (sectional reverse-step, sectional double layer, cascade, sectional cascade) according to PPSR.

10.2.14. For double-sided manual or mechanized arc welding of butt, tee and fillet joints with full penetration, it is necessary to remove its root to a clean, defect-free metal before making a seam from the back side.

10.2.15. In case of a forced interruption in work, mechanized arc or automated submerged arc welding is allowed to be resumed after cleaning the crater and the adjacent end section of the seam 50 - 80 mm long from slag. This area and the crater must be completely covered with a seam.

10.2.16. Giving the fillet welds a concave profile and a smooth transition to the base metal, as well as the execution of butt welds without reinforcement (if provided by the drawings of the KMD brand) should be ensured by the selection of welding modes corresponding to the spatial locations of the welded structural elements (when enlarging), or mechanized cleaning with an abrasive tool.

10.2.17. The beginning and end of the seam of butt, fillet and tee joints, performed by automated types of welding, should be brought out of the welded elements to the initial and terminal strips. After finishing welding, the strips should be removed by oxy-fuel cutting. The places where the strips were installed must be cleaned with an abrasive tool.

The use of initial and lead-out strips for manual and mechanized arc welding should be provided for in the drawings of the KMD brand.

It is not allowed to strike the arc and bring the crater out onto the base metal outside the seam.

10.2.18. Each subsequent bead (layer) of the multilayer seam of the welded joint should be performed after thorough cleaning of the previous bead (layer) from slag and metal spatter. Areas of the seam with cracks should be removed before applying subsequent layers.

10.2.19. The dimensions of the tacks, the distances between them, the quality of the tacks and welded joints of fasteners, assembly and mounting devices, determined by external inspection and measurements, should not be lower than the quality of the main welded joints, and the surfaces of the structure to be welded and the welded joints must be cleaned of slag, splashes and sagging ( drips) of molten metal.

10.2.20. Welded assembly and mounting devices, starting and output strips must be removed without damaging the base metal and applying shock effects. The places of their welding must be cleaned flush with the base metal, unacceptable defects must be corrected.

The need to remove assembly bolts in erection welded joints after the end of welding is determined by the KMD and PPSR documentation.

10.3. Assembly and welding of erection joints of reinforced concrete structures

10.3.1. Types of welded joints of reinforcement with each other and with flat rolled elements of embedded products performed during the installation of prefabricated and erection of monolithic reinforced concrete structures, dimensions of structural elements, welding methods, equipment and technology, quality control must comply with the project, GOST 14098, GOST 10922, GOST 23858 and .

10.3.2. Fulfillment of the project requirements for the degree of enlargement of reinforcing products, the accuracy of their assembly, layouts of erection tiers and zones, prepared assembly and welding works, types and volumes of control, safety measures should be provided for in the welding production project (PPSR) and flow charts (routine) to him, taking into account the specifics of a particular object and the capabilities of the installation organization.

10.3.3. If there is a reinforcement-welding section at the on-site test site for the manufacture of reinforcing products and pre-assembly of reinforced concrete elements for welding, a separate PPSR should be drawn up with technological requirements similar to those for factory products.

10.3.4. Bending of reinforcing steel should be carried out at the same speed, the minimum bending diameter in the clear for the main classes of reinforcement is given in table 10.4. Coil fittings may only be used if the correct equipment is available on site.

10.3.5. Fittings, reinforcement and embedded products must be delivered to the facility with a quality document (passport, certificate) of the manufacturer in accordance with GOST 10922 and have a certificate of conformity.

10.3.6. To ensure the reinforcement parameters required by the project, before laying reinforcement and assembling elements of reinforced concrete structures, it is necessary to establish the correspondence between the classes and diameters of bar reinforcement, steel grades and thicknesses of flat elements of embedded products and connecting parts, dimensions and accuracy of assembly of mating elements, and before welding - the dimensions and accuracy of preparation mating rods to the drawings of the KZh project grade and the requirements of GOST 14098, GOST 10922, and.

10.3.7. Elements of prefabricated reinforced concrete structures should be assembled using devices and fixtures that fix their design position. Structures with embedded support products, lap joints, lining staples should be assembled on tacks using the same welding materials as the main seams. Tacks should be placed in the places where the welds will be applied. Assembly and welding of reinforcing bars of structures held by a crane is prohibited.

10.3.8. When assembling structures and laying reinforcement in monolithic concrete, trimming the ends of the rods and cutting their edges before welding with an electric arc is not allowed.

10.3.9. The length of the outlets of reinforcing bars from concrete structures must be at least 150 mm with the gaps regulated by regulatory documents and at least 100 mm when using one insert with a length of at least 80 mm if they are exceeded. Inserts should be made of reinforcement of the same class and diameter as the abutting bars. When welding bars butt-welded with overlays, the excess of the gap must be compensated for by a corresponding increase in the length of the overlays.

10.3.10. After assembly for welding, misalignment of abutting reinforcing bars, fractures of their axes, displacements and deviations of dimensions of elements of welded joints must comply with the requirements of GOST 10922. Bending of bars to ensure their alignment is carried out in a cold state. It is allowed to heat up to a temperature of 600 - 800 ° C according to a special technological chart.

10.3.11. Requirements for the heating method, equipment and temperature control should be contained in the technological regulations (cards) to the PPSR.

10.3.12. Before welding (bath, multilayer or extended seams), the reinforcing bars at the joint should be stripped to a length exceeding the weld or joint by 10 - 15 mm.

10.3.13. For manual arc welding, use universal DC welding current sources or with a falling characteristic and welding transformers for currents up to 500 A, and for mechanized welding methods - universal DC welding current sources or with a rigid characteristic up to 500 A and specialized or modernized general-purpose semiautomatic devices.

10.3.14. The structures of welded joints of bar reinforcement, their types and methods of execution, depending on the operating conditions, class and grade of steel to be welded, diameter and spatial position during welding, as well as maximum deviations of the dimensions of the welds made, must comply with the requirements of the project, GOST 14098, GOST 10922, etc.

10.3.15. Modes, welding materials, equipment, welding technology of fittings, reinforcement and embedded products must comply with the requirements and the PPSR.

10.3.17. Tack welding of cross-shaped joints of rods and closed clamps with longitudinal (working) reinforcement is allowed for steels of classes A400C, A500C and A600C and is allowed according to GOST 14098 for some steel grades. Tacking by arc welding in cross-shaped joints of rods for operation at negative design temperatures is prohibited. The rods of the working fittings, which have cruciform connections by arc welding with tacks, should not weaken.

10.3.18. Burns by arc welding are not allowed on the surface of the rods of the working reinforcement.

10.3.19. To perform manual or mechanized welding at negative ambient temperatures down to minus 30 ° C, you must:

• increase the welding current by 1% at a decrease in the air temperature for every 3 ° C (from 0 ° C);
• preheat the reinforcement rods with a gas flame up to 200 - 250 ° C to a length of 90 - 150 mm from the joint;
• heating of rods should be carried out after fixing inventory forms, steel brackets or round plates on them without disassembling the conductors used for temporary fastening of the mounted structures;
• to reduce the cooling rate of rod joints made by bath welding methods by winding them with chrysotile cloth;
• in the presence of inventory forming elements, the latter should be removed after cooling of the completed welded joint to 100 ° C and below.

10.3.20. Manual and mechanized welding of flat elements of embedded and connecting products (assembly ties) should be performed in accordance with the requirements for metal structures.

10.3.21. Welding of bar reinforcement is allowed at an ambient temperature of up to minus 50 ° C according to a specially developed technology given in the PPSR.

10.3.22. In the joints of rods with overlaps or overlapping and with elements of embedded products welded at negative temperatures, the removal of defects in the seams should be carried out after heating the adjacent section of the welded joint to 120 - 160 ° C. Welding of the restored area should also be done after heating.

10.3.23. After the end of welding, the welded joints must be cleaned of slag and metal spatter.

10.3.24. Completed batches of reinforcing and embedded products of structures according to PPSR after acceptance control of the quality of welded joints in accordance with GOST 10922 and GOST 23858 must be formalized with acts of hidden work, which are permission for concreting with the obligatory application of protocols for visual, instrumental and ultrasonic testing.

10.3.25. Corrosion protection and, if necessary, fire protection is carried out after correcting rejected welded joints and positive results of repeated acceptance control.

1 0.4. Quality control of welded joints of steel structures

10.4.1. Production quality control of erection welded joints of steel structures should be carried out in accordance with the requirements of the project, GOST 3242, GOST 6996, GOST 14782, GOST 23518, GOST 7512, GOST 14771, GOST 11534, GOST 18442 and PPSR.

10.4.2. Input and operational control is carried out by the relevant services of the general contractor (subcontractor) or specialists of the involved testing laboratories (centers), accredited in the prescribed manner, and acceptance only by specialized testing laboratories.

10.4.3. Methods and scope of control must comply with the requirements of the design documentation, table 10.6 and PPSR.

10.4.4. According to external examination and measurements, the quality of the seams must meet the requirements of table 10.7.

10.4.5. Cracks of all types and sizes are not allowed.

10.4.6. Maximum deviations of the dimensions and cross-sections of welded joints from the design ones should not exceed the values ​​specified in GOST 14771, GOST 23518, GOST 8713, GOST 11533, GOST 16037, GOST 5264. The detected defects must be corrected in accordance with the provisions of the PPSR, and the welded seams must be subjected to repeated visual and measuring control.

10.4.7. Non-destructive control methods should be carried out on welded seams accepted by external examination and measurements. Mainly places with signs of defects and areas of intersection of seams should be subject to control. The test section must be at least 100 mm long.

10.4.8. According to the results of radiographic inspection, the seams of welded joints of structures must meet the requirements of Tables 10.7 and 10.8.

Table 10.8

When assessing the height of defects h, the following dimensions of their images on radiograms should be taken:

for spherical pores and inclusions - diameter;

"elongated" "- the width.

10.4.9. According to the results of ultrasonic testing, the seams of welded joints of structures must meet the requirements of Table 10.10.

10.4.10. In the seams of welded joints of structures erected or operated in areas with a design temperature below minus 40 ° C to minus 65 ° C inclusive, as well as structures designed for endurance, internal defects are allowed, the equivalent area of ​​which does not exceed half the values ​​of the permissible estimated area (see . table 10.10). In this case, the smallest search area must be halved. The distance between defects must be at least twice the length of the evaluation area.

10.4.11. In joints that can be welded from both sides, as well as in joints on backings, the total area of ​​defects (external, internal, or both) in the evaluated section should not exceed 5% of the longitudinal section area of ​​the welded seam in this section.

In joints without backings, accessible to welding only from one side, the total area of ​​all defects in the evaluated area should not exceed 10% of the longitudinal section of the weld in this area.

10.4.12. If an unacceptable defect is found, its actual length should be identified, the defect should be corrected and the doubled sample should be checked again.

If a defect is re-identified, 100% of welded joints are subject to inspection.

10.4.13. Inspection of the impermeability of welded joints should, as a rule, be carried out by bubble or capillary methods in accordance with GOST 3242 (impermeability should be understood as the ability of the joint not to pass water or other liquids).

The vacuum value for the bubble method must be at least 2500 Pa (250 mm of water column).

The duration of the control by the capillary method should be at least 4 hours at a positive temperature and less than 8 hours at a negative ambient temperature.

10.4.14. Tightness control (tightness should be understood as the ability of the joint not to pass gaseous substances) of welded joints should, as a rule, be carried out by the bubble method in accordance with GOST 3242.

10.4.15. Welded joints, controlled at negative ambient temperatures, should be dried by heating until the frozen water and grease are completely removed.

10.4.16. Mechanical tests of control samples are carried out if there are requirements in the drawings of the KM brand for the strength, plasticity and toughness of the weld metal and the heat-affected zone of the welded joint.

Requirements for test specimens and their welding are similar to the requirements for test (tolerance) specimens (see 10.1.4).

The number of control samples during mechanical tests must be at least:

• for static tension of a butt joint - two;
• for static tension of the weld metal of butt, corner and T-joints - three each;
• for static bending of a butt joint - two;
• impact bending of the weld metal and the heat-affected zone of the butt joint - three; the type of sample and the location of the cuts should be indicated in the KM drawings;
• on the hardness (HB) of the metal and the heat-affected zone of the welded joint of low-alloy steel (at least in four points) - one.

10.4.17. Metallographic studies of macrosections of welded joints should be carried out in accordance with GOST 10243 *.

10.4.18. The unacceptable defects found as a result of control tests must be eliminated by mechanized cleaning (abrasive tool) or mechanized cutting, and the seam areas with unacceptable defects must be welded again and checked.

It is allowed to remove defects in welded joints by manual oxygen cutting or air-arc surface cutting with the obligatory subsequent cleaning of the cut surface with an abrasive tool to a depth of 1 - 2 mm with the removal of protrusions and sagging.

10.4.19. All burns on the surface of the base metal with a welding arc should be cleaned with an abrasive tool to a depth of 0.5 - 0.7 mm.

10.4.20. When removing defects in welded joints, weld root and tack welds by mechanized cleaning (abrasive tool), the risks on the metal surface must be directed along the welded joint:

• when cleaning the places of installation of the initial and output strips - along the end edges of the welded structural elements;
• when removing the seam reinforcement - at an angle of 40 - 50 ° to the seam axis.

The weakening of the section during processing of welded joints (deepening into the base metal) should not exceed 3% of the thickness of the welded element, but not more than 1 mm.

10.4.21. When removing surface defects from the butt end of the seam with an abrasive tool without subsequent welding, it is allowed to deepen with a slope of no more than 0.05 at the free edge into the thickness of the metal by 0.02 of the width of the welded element, but no more than 8 mm on each side. In this case, the total weakening of the section (taking into account the permissible weakening in thickness) should not exceed 5%. After processing the ends of the seams, it is necessary to blunt the sharp edges.

10.4.22. Correction of welded joints by capping is not allowed.

10.4.23. Residual deformations of structures arising after assembly welding must be eliminated by thermal or thermomechanical action according to the flow chart (regulations).

10.4.24. Methods and volumes of non-destructive testing of elements of the structures being mounted are given in the additional rules of section 4 "Installation of steel structures".

10.5. Quality control of welded joints during the installation of reinforced concrete structures

10.5.1. Production quality control of the assembly welded joints of fittings and embedded products must be carried out in accordance with the PPSR and the requirements of GOST 10922, GOST 23858, etc.

10.5.2. Input and operational control is carried out by the relevant services of the general contractor (subcontractor) or specialists of the involved testing laboratory (center), accredited in the prescribed manner.

10.5.3. Acceptance control should be carried out only by independent specialized accredited testing laboratories (centers).

10.5.4. The results of the control must be formalized by the Protocols (acts) of tests, the list of which is given in Table 10.11, serve as the basis for issuing an act of hidden work, are included in the set of executive documentation for the facility and must be stored in the prescribed manner.

In the test reports, in addition to the results, the following must be indicated: the name of the testing laboratory, the number of the accreditation certificate and its area; FULL NAME. laboratory assistant, controller, operator-defectoscopist for non-destructive testing methods, the number of the qualification certificate indicating the level of certification, the date of the last recertification; brand (type) of testing equipment, serial number, number of the certificate of annual metrological verification (calibration); place of control or sampling; date of implementation of control operations; information on assembly and welding provided for by the project and PPSR.

10.5.5. The results of the control should also be recorded in the appropriate columns of the GSR (Appendix B).

10.5.6. Welded butt joints that do not meet the requirements of GOST 10922 and GOST 23858 in monolithic reinforced concrete must be corrected or cut, and in prefabricated ones - cut and welded again through an insert with a length of at least 80 mm. Lap and cruciform joints should be repaired by back welding after cleaning the defect site with an abrasive tool, and, if necessary, with heating up to 200 - 250 ° C.

10.5.7. With non-destructive quality control methods, in case of detection of at least one joint with an unacceptable defect, a repeated sampling of a doubled number of welded joints is assigned. If a similar situation occurs in the repeated sampling, the batch of the delivered products is subject to 100% control.

10.5.8. Concreting of structures before obtaining the results of assessing the quality of welded joints of reinforcing bars, reinforcing and embedded parts and structures is not allowed.

NS go to SP 70.13330.2012 Sections 1-4

Appendix E (mandatory). Design of covers and pages of the magazine for making field connections on bolts with controlled tension 70.13330.2012. Bearing and enclosing structures (Updated edition of SNiP 3.03.01-87 ) in PDF format

Foreword

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

About the set of rules
1 CONTRACTORS - Central Research Institute of Construction
designs them. V.A. Kucherenko (TsNIISK named after V.A.Kucherenko)  Institute
"Construction"
2 INTRODUCED by the Technical Committee for Standardization TC 465 "Construction"
3 PREPARED for approval by the Department of Architecture, Construction and
urban planning policy
4 APPROVED by 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
constructions "
Information on changes to this set of rules is published annually
published information index "National Standards", and the text of changes and
amendments - in the monthly published information indexes "National Standards".
In case of revision (replacement) or cancellation of this set of rules, the corresponding
the notice will be published in the monthly information index
"National standards". Relevant information, notice and texts
are also posted in the public information system - on the official website
developer (Ministry of Regional Development of Russia) on the Internet.

1 area of ​​use............................................... .................................................. ...........1
2 Normative references ............................................... .................................................. ...........1
3 Terms and definitions .............................................. .................................................. .......1
4 General ............................................... .................................................. ..............1
5 Materials ................................................ .................................................. ........................ 2
6 Design characteristics ............................................... .................................................. ..4
7 Calculation of structural members according to the limit states of the first group (according to
bearing capacity) ............................................... .................................................. .........eighteen
8 Calculation of structural members according to the limiting states of the second group (according to
formation and opening of cracks and deformations) .......................................... .................. 35
9 Design of structures ............................................... ............................................... 37
10 Guidelines for the design of structures erected in winter .............................. 62
Appendix A (mandatory) List of normative documents .......................................... .66
Appendix B (mandatory) Terms and definitions .......................................... .................. 67
Appendix B (normative) Basic letter designations of quantities ................................ 68
Appendix D (recommended) Calculation of walls of buildings with a rigid structural
scheme ................................................. .................................................. .............................. 73
Appendix D (recommended) Requirements for the reinforcement of front masonry
layer ................................................. .................................................. ................................. 76
Appendix E (recommended) Calculation of walls of multi-storey buildings made of stone
masonry for vertical load on crack opening at
different loading or different stiffness of adjacent areas
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
regulations on the safety of buildings and structures. "
The update was carried out by the team of authors of TsNIISK named after
V.A. Kucherenko - by the Institute of JSC "Research Center" Construction ":
technical candidates Sciences A.V. Granovsky, M.K. Ischuk (leaders
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); technical 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 CONSTRUCTIONS
Masonry and reinforced masonry structures

Date of introduction 2013-01-01

1 area of ​​use
This set of rules applies to the design of stone and
reinforced stone 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 stone
structures erected 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, in earthquake-prone areas, and
also bridges, pipes and tunnels, hydraulic structures, heating units.

2 Normative references
Normative documents referenced in the text of these standards,
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
the 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 this year. If the referenced document is replaced
(modified), then when using this set of rules, one should be guided by the replaced
(modified) document. If the referenced document is canceled without replacement, then the position in which
a link to it is given, it is applied in the part that does not affect this link.

3 Terms and definitions
In this set of rules, the terms and definitions given in Appendix B.

4 General
4.1 When designing stone and reinforced masonry structures, one should
apply design solutions, products and materials that provide
required bearing capacity, durability, fire safety,
thermal technical 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 erecting them in winter conditions.
4.3 Application of silicate bricks, stones and blocks; stones and blocks from
cellular concrete; hollow ceramic bricks and stones, concrete blocks with
voids; semi-dry pressing ceramic bricks are allowed for outdoor
walls of rooms with a wet mode, provided that they are applied to their internal
the surface of the vapor barrier coating. The use of these materials for
walls of rooms with wet conditions, as well as for outer walls of basements, plinths and
foundations are not allowed.
Application of three-layer masonry with effective insulation for external walls
rooms with a wet mode of operation 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 wet operation, as well as for
outside walls of basements are not allowed.
4.4 The structural design of building elements should not be
the reason for the latent spread of combustion in a building, structure, structure.
When used as an inner layer of combustible insulation, the limit
fire resistance and structural fire hazard class of building structures
should be determined under the conditions of standard fire tests or by calculation and analytical method.
Fire test techniques and analytical and analytical methods
determining the limits of fire resistance and class of constructive fire hazard
building structures are established by fire safety regulations
security.
4.5 The application of this document ensures that the requirements are met.
Technical regulations "On the safety of buildings and structures."