1 area of use
1.1 This set of rules applies to the production and acceptance of work performed during the construction and reconstruction of enterprises, buildings and structures in all sectors of the national economy: in the construction of monolithic concrete and reinforced concrete structures from heavy, extra heavy, porous aggregates, heat-resistant and alkali-resistant concrete, with production of works on shotcrete and underwater concreting; in the manufacture of prefabricated concrete and reinforced concrete structures in the conditions of a construction site; during the installation of prefabricated reinforced concrete, steel, wooden structures and structures made of light efficient materials; when welding assembly joints of building steel and reinforced concrete structures, reinforcement joints and embedded products of monolithic reinforced concrete structures; in the production of works on the construction of stone and reinforced masonry structures from ceramic and silicate bricks, ceramic, silicate, natural and concrete stones, brick and ceramic panels and blocks, concrete blocks. The requirements of this set of rules should be taken into account when designing the structures of buildings and structures.
1.2 When erecting special structures - roads, bridges, pipes, steel tanks and gas tanks, tunnels, subways, airfields, hydraulic engineering reclamation and other structures, as well as when erecting buildings and structures on permafrost and subsidence soils, undermined territories and in seismic areas, be additionally guided by the requirements of the relevant regulatory documents.
2.1 This set of rules uses references to the following regulatory documents: GOST 379-95 Brick and silicate stones. Specifications GOST 450-77 Technical calcium chloride. Specifications GOST 530-07 Ceramic brick and stone. General specifications GOST 828-77 Technical sodium nitrate. Specifications GOST 965-89 White Portland cements. Specifications GOST 969-91 Aluminous and high aluminous cements. Specifications GOST 1581-96 Oil-well portland cements. Specifications GOST 2081-2010 Carbamide. Specifications GOST 2246-70 Welding steel wire. Specifications GOST 3242-79 Welded joints. Quality control methods GOST 5264-80 Manual arc welding. Connections are welded. Main types, structural elements and dimensions GOST 5578-94 Crushed stone and sand from slags of ferrous and non-ferrous metallurgy for concrete. Specifications GOST 5686-94 Soils. Field test methods for piles GOST 5802-86 Building mortars. Test methods GOST 6402-70 Spring washers. Specifications GOST 6996-66 Welded joints. Methods for determining mechanical properties GOST 7076-99 Building materials and products. Method for determining thermal conductivity and thermal resistance under stationary thermal conditions GOST 7473-2010 Concrete mixes. Specifications GOST 7512-82 Non-destructive testing. Connections are welded. Radiographic method GOST 7566-94 Steel products. Acceptance, marking, packaging, transportation and storage GOST 8267-93 Crushed stone and gravel from dense rocks for construction work. Specifications GOST 8269.0-97 Crushed stone and gravel from dense rocks and industrial waste for construction work. Methods of physical and mechanical tests GOST 8713-79 Submerged arc welding. Connections are welded. Main types, structural elements and dimensions GOST 8735-88 Sand for construction work. Test methods GOST 8736-93 Sand for construction work. Specifications GOST 9087-81 Fused welding fluxes. Specifications GOST 9206-80 Diamond powders. Specifications GOST 9467-75 Coated metal electrodes for manual arc welding of structural and heat-resistant steels. Types GOST 9757-90 Gravel, crushed stone and sand, artificial porous. Specifications GOST 9758-2012 Porous inorganic aggregates for construction work. Test methods GOST 10060-2012 Concrete. Methods for determining frost resistance GOST 10178-85 Portland cement and Portland slag cement. Specifications GOST 10180-90 Concrete. Methods for determining strength according to control samples GOST 10181-2000 Concrete mixes. Test methods GOST 10243-75 Steel. Methods for testing and evaluating the macrostructure GOST 10541-78 Universal motor oils and for automobile carburetor engines. Specifications GOST 10690-73 Commercial potassium carbonate (potash). Specifications GOST 10832-2009 Expanded perlite sand and crushed stone. Specifications GOST 10906-78 Oblique washers. SpecificationsGOST 10922-90 Reinforcing and embedded products, their welded, knitted and mechanical connections for reinforced concrete structures. General specifications GOST 11052-74 Expanding gypsum alumina cement GOST 11371-78 Washers. Specifications GOST 11533-75 Automatic and semi-automatic submerged arc welding. Connections are welded at acute and obtuse angles. Main types, structural elements and dimensions GOST 11534-75 Manual arc welding. Connections are welded at acute and obtuse angles. Main types, structural elements and dimensions GOST 12730.5-84 Concrete. Methods for determining water resistance GOST 12865-67 Expanded vermiculite GOST 13015-2003 Concrete and reinforced concrete products for construction. General technical requirements. Rules for acceptance, marking, transportation and storage GOST 13087-81 Concrete. Methods for determining abrasion resistance GOST 14098-91 Welded fittings and embedded products of reinforced concrete structures. Types, designs and dimensions GOST 14771-76 Arc welding in shielding gas. Connections are welded. Basic types, structural elements and dimensions GOST 14782-86 Non-destructive testing. Connections are welded. Ultrasonic methods GOST 15150-69 Machines, instruments and other technical products. Versions for different climatic regions. Categories, conditions of operation, storage and transportation in terms of the impact of climatic factors of the environment GOST 15164-78 Electroslag welding. Connections are welded. Main types, structural elements and dimensions GOST 15825-80 Colored Portland cement. Specifications GOST 16037-80 Welded steel pipeline joints. Basic types, structural elements and dimensions GOST ISO/IEC 17025-2009 General requirements for the competence of testing and calibration laboratories GOST 17624-87 Concrete. Ultrasonic method for determining the strength of GOST 18105-2010 Concrete. Rules for control and evaluation of strength GOST 18442-80 Non-destructive testing. capillary methods. General requirements GOST 19906-74 Technical sodium nitrite. Specifications GOST 20276-99 Soils. Methods for field determination of strength and deformability characteristics GOST 20799-88 Industrial oils. Specifications GOST 20850-84 Glued wooden structures. General specifications GOST 20910-90 Heat-resistant concrete. Specifications GOST 21104-75 Non-destructive testing. Ferroprobe method GOST 21105-87 Non-destructive testing. Magnetic particle method GOST 21779-82 System for ensuring the accuracy of geometric parameters in construction. Technological tolerances GOST 21780-2006 System for ensuring the accuracy of geometric parameters in construction. Accuracy calculationGOST 22263-76 Crushed stone and sand from porous rocks. Specifications GOST 22266-94 Sulphate-resistant cements. Specifications GOST 22690-88 Concrete. Determination of strength by mechanical methods of non-destructive testing GOST 22845-85 Electric passenger and freight elevators. Rules for the organization, production and acceptance of installation work GOST 23118-99 Steel building structures. General specifications GOST 23407-78 Inventory fencing of construction sites and sites for the production of construction and installation works. Specifications GOST 23518-79 Shielded arc welding. Connections are welded at acute and obtuse angles. Basic types, structural elements and dimensions GOST 23683-89 Petroleum solid paraffins. Specifications GOST 23732-2011 Water for concrete and mortar. Specifications GOST 23858-79 Welded butt and tee fittings for reinforced concrete structures. Ultrasonic quality control methods. Acceptance rules GOST 24045-2010 Bent steel sheet profiles with trapezoidal corrugations for construction. Specifications GOST 24211-2008 Additives for concrete and mortar. General specifications GOST 24379.0-80 Foundation bolts. General specifications GOST 24846-81 Soils. Methods for measuring deformations of the foundations of buildings and structures GOST 25192-82 Concrete. Classification and general technical requirements GOST 25225-82 Non-destructive testing. Seams of welded joints of pipelines. Magnetographic method GOST 25246-82 Chemically resistant concretes. Specifications GOST 25328-82 Cement for mortars. Specifications GOST 25485-89 Cellular concrete. Specifications GOST 25592-91 Ash and slag mixtures from thermal power plants for concrete. Specifications GOST 25818-91 Fly ash from thermal power plants for concrete. Specifications GOST 25820-2000 Lightweight concrete. Specifications GOST 26271-84 Flux-cored wire for arc welding of carbon and low-alloy steels. General specifications GOST 26633-91 Heavy and fine-grained concrete. Specifications GOST 26644-85 Crushed stone and sand from slags of thermal power plants for concrete. Specifications GOST 26887-86 Platforms and ladders for construction and installation works. General specifications GOST 27005-86 Lightweight and cellular concrete. Rules for the control of average density GOST 27006-86 Concrete. Rules for selecting the composition of GOST 28013-98 Building mortars. General specifications GOST 28570-90 Concrete. Methods for determining the strength of samples taken from structuresGOST 30515-97 Cements. General specifications GOST 30971-2002 Mounting seams for adjoining window blocks to wall openings. General specifications GOST 31108-2003 General construction cements. Specifications GOST 31384-2008 Protection of concrete and reinforced concrete structures against corrosion. General technical requirements GOST 12.1.046-85 SSBT. Construction. Lighting standards for construction sites GOST R 12.4.026-2001 SSBT. Signal colors, safety signs and signal markings. Purpose and rules of application. General technical requirements and characteristics. Test methods GOST R 51254-99 Mounting tool for normalized tightening of threaded connections. Keys are momentary. General specifications GOST R 51263-99 Polystyrene concrete. Specifications GOST R 51634-2000 Autotractor motor oils. General technical requirements GOST R 52085-2003 Formwork. General specifications GOST R 52752-2007 Formwork. Test Methods SP 25.13330.2012 SNiP 2.02.04-88 Foundations and foundations on permafrost and foundations" SP 46.13330.2012 "SNiP 3.06.04-91 Bridges and pipes" SP 48.13330.2011 "SNiP 12-01-2004 Organization of construction" SP 50.13330.2012 "SNiP 23-02-2003 Thermal protection of buildings" SP 130.13330. 2011 "SNiP 3.09.01-85 Production of precast concrete structures and products"
Note- When using this set of rules, it is advisable to check the effect of reference standards in the public information system - on the official website of the national bodies 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 corresponding monthly published information signs published in the current 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, the provision in which the link to it is given applies to the extent that this link is not affected.
3 General requirements
3.1 Organization and production of works on the construction of buildings and structures, arrangement of the construction site and workplaces must meet the requirements and.
3.2 The organization and performance of work at the construction site must be carried out in compliance with the legislation of the Russian Federation and the requirements,.
3.3 The work should be carried out in accordance with the project for the production of works (PPR), which, along with the general requirements, should provide for: the sequence of installation of structures; measures to ensure the required accuracy of the installation; spatial immutability of structures in the process of their pre-assembly and installation in the design position; stability of structures and parts of the building (structure) in the process of construction; the degree of enlargement of structures and safe working conditions. The combined installation of structures and equipment should be carried out according to the PPR, which contains the procedure for combining work, interconnected schemes of installation tiers and zones, schedules for lifting structures and equipment. If necessary, as part of the PPR, additional technical requirements should be developed aimed at improving the construction manufacturability of the structures being built, which should be agreed in the prescribed manner with the organization - the project developer and included in the executive working drawings.
3.4 The construction site must be fenced in accordance with the requirements of GOST 23407 and marked with safety signs and inscriptions of the established form in accordance with the requirements of GOST R 12.4.026. The construction site, work sites, workplaces, driveways and approaches to them at night must be illuminated in accordance with the requirements of GOST 12.1.046.
3.5 Data on the production of construction and installation works should be entered daily in the logs of work on the installation of building structures (Appendix A), welding works (Appendix B), anti-corrosion protection of welded joints (Appendix C), embedment of field joints and assemblies (Appendix D), performance assembly connections on bolts with controlled tension (Appendix D), a concrete work log (Appendix F), and also to fix their position on geodetic executive diagrams during the installation of structures. The quality of construction and installation works must be ensured by the current control of the technological processes of preparatory and main works, as well as during the acceptance of works. According to the results of the current control of technological processes, certificates of examination of hidden works are drawn up.
3.6 Structures, products and materials used in the construction of concrete, reinforced concrete, steel, wood and stone structures must meet the requirements of the relevant standards, codes of practice and working drawings.
3.7 Transportation and temporary storage of structures (products) in the installation area should be carried out in accordance with the requirements of state standards for these structures (products), and for non-standardized structures (products), the following requirements must be observed: structures should, as a rule, be in a position corresponding to the design (beams, trusses, slabs, wall panels, etc.), and if this condition cannot be met, in a position convenient for transportation and transfer to installation (columns, flights of stairs, etc.), provided that their strength is ensured; structures should be based on inventory linings and gaskets of rectangular section, located in the places indicated in the project; the thickness of the gaskets must be at least 30 mm and at least 20 mm higher than the height of the sling loops and other protruding parts of the structures; in case of multi-tiered loading and storage of the same type of structures, linings and gaskets should be located on the same vertical line along the line of lifting devices (loops, holes) or in other places indicated in the working drawings; structures must be securely fastened to protect against overturning, longitudinal and transverse displacement, mutual impacts against each other or against the structure of vehicles; fastenings should ensure the possibility of unloading each element from vehicles without violating the stability of the rest; textured surfaces of load-bearing structures must be protected from damage and contamination; reinforcement outlets and protruding parts must be protected from damage; factory marking must be accessible for inspection; small parts for mounting connections should be attached to the shipping elements or sent simultaneously with the structures in a container equipped with tags indicating the brands of the parts and their number; these parts should be stored under a canopy; fasteners should be stored indoors, sorted by type and brand, bolts and nuts - by strength classes and diameters, and high-strength bolts, nuts and washers - and by lot.
3.8 Facade cladding and roofing structures with textured and other finishes, thin-walled galvanized elements of load-bearing structures, fasteners and parts of load-bearing and enclosing structures, façade and roofing fittings, insulation and vapor barrier materials should be stored in an unheated warehouse with a hard floor covering. Storage of structures, facing panels and parts in a warehouse is carried out in a packaged form on wooden beams up to 10 cm thick, with a step of 0.5 m. The warehouse must be closed, dry, with hard flooring. It is not allowed to store the structures, panels and parts specified in this paragraph in open areas and together with aggressive chemical products.
3.9 During storage, structures should be sorted by brands and stacked taking into account the sequence of installation.
3.11 To ensure the safety of wooden structures during transportation and storage, inventory devices (lodgements, clamps, containers, soft slings) should be used with installation of soft gaskets and linings in places of support and contact of structures with metal parts. Structures should be stored under a canopy to protect them from exposure to solar radiation, alternating moistening and drying.
3.12 Prefabricated structures should be installed, as a rule, from vehicles or enlargement stands.
3.13 Before lifting each mounting element, it is necessary to check: compliance with its design mark; the condition of embedded products and installation marks, the absence of dirt, snow, ice, damage to the finish, priming and painting; availability of the necessary connecting parts and auxiliary materials at the workplace; correctness and reliability of fastening of load-handling devices. Each mounting element must be equipped in accordance with the PPR with scaffolding, ladders and railings.
3.14 Slinging of mounted elements should be carried out in the places indicated in the working drawings, and ensure their lifting and supply to the installation site in a position close to the design one. If it is necessary to change the places of slinging, they must be agreed with the organization - the developer of the working drawings. Lifting operations with thin-walled galvanized structures, facing panels and slabs should be carried out using textile tape slings, vacuum grips or other devices that prevent damage to structures and panels. It is forbidden to sling structures in arbitrary places, as well as for the release of reinforcement. Slinging schemes for enlarged flat and spatial blocks should ensure their strength, stability and invariability of geometric dimensions and shapes when lifting.
3.15 Mounted elements should be lifted smoothly, without jerks, rocking and rotation, as a rule, using braces. When lifting vertically located structures, one guy is used, horizontal elements and blocks - at least two. The structures should be lifted in two stages: first, to a height of 20–30 cm, then, after checking the reliability of the slinging, further lifting should be carried out.
3.16 When installing mounting elements, the following must be ensured: stability and immutability of their position at all stages of installation; work safety; the accuracy of their position with the help of constant geodetic control; strength of mounting connections.
3.17 Structures should be installed in the design position according to the accepted guidelines (risks, pins, stops, edges, etc.). Structures with special embedded or other fixing devices should be installed on these devices.
3.18 Installed mounting elements must be securely fastened before bridging.
3.19 Until the end of the reconciliation and reliable (temporary or design) fixing of the installed element, it is not allowed to rest on it the overlying structures, if such support is not provided for by the PPR.
3.20 In the absence of special requirements in the working drawings, the maximum deviations in the alignment of landmarks (edges or marks) during the installation of prefabricated elements, as well as deviations from the design position of structures completed by installation (erection) should not exceed the values given in the relevant sections of this set of rules. Deviations for the installation of mounting elements, the position of which may change in the process of their permanent fixing and loading with subsequent structures, should be assigned in the PPR so that they do not exceed the limit values after the completion of all installation work. In the absence of special instructions in the PPR, the deviation of the elements during installation should not exceed 0.4 of the maximum deviation for acceptance.
3.21 The use of installed structures for attaching cargo pulley blocks, diverting blocks and other lifting devices to them is allowed only in cases provided for by the PPR and agreed, if necessary, with the organization that completed the working drawings of the structures.
3.22 Installation of structures of buildings (structures) should, as a rule, begin with a spatially stable part: a tie cell, stiffening cores, etc. Installation of structures of buildings and structures of great length or height should be carried out in spatially stable sections (spans, tiers, floors , temperature blocks, etc.).
3.23 Production quality control of construction and installation works should be carried out in accordance with SP 48.13330. During the acceptance control, the following documentation must be submitted: as-built drawings with the introduced (if any) deviations allowed by the manufacturer of the structures, as well as the installation organization, agreed with the design organizations - developers of the drawings, and documents on their approval; factory technical passports for steel, reinforced concrete and wooden structures; documents (certificates, passports) certifying the quality of materials used in the construction and installation works; certificates of examination of hidden works; acts of intermediate acceptance of critical structures; Executive geodetic schemes of the position of structures; work logs; documents on quality control of welded joints; acts of testing structures (if tests are provided for by additional rules of this set of rules or working drawings); other documents specified in additional rules or working drawings.
3.24 It is allowed in projects, with appropriate justification, to assign requirements for the accuracy of parameters, volumes and methods of control that differ from those provided for by these rules. In this case, the accuracy of the geometric parameters of structures should be assigned on the basis of the accuracy calculation in accordance with GOST 21780.
This set of rules has been developed in order to improve the quality of construction and installation works, the durability and reliability of buildings and structures, as well as the level of safety of people at the construction site, the safety of material assets in accordance with N 384-FZ of December 30, 2009 "Technical Regulations on safety of buildings and structures", increasing the level of harmonization of regulatory requirements with European and international regulatory documents; application of uniform methods for determining operational characteristics and evaluation methods.
3.5 Data on the production of construction and installation works should be entered daily in the work logs for the installation of building structures (), welding (), anti-corrosion protection of welded joints (), monolithic field joints and assemblies (), performing field connections on bolts with controlled tension ( ), a journal of concrete works (), and also fix their position on the geodetic executive schemes during the installation of structures. The quality of construction and installation works must be ensured by the current control of the technological processes of preparatory and main works, as well as during the acceptance of works. According to the results of the current control of technological processes, certificates of examination of hidden works are drawn up.
3.6 Structures, products and materials used in the construction of concrete, reinforced concrete, steel, wood and stone structures must meet the requirements of the relevant standards, codes of practice and working drawings.
3.7 Transportation and temporary storage of structures (products) in the installation area should be carried out in accordance with the requirements of state standards for these structures (products), and for non-standardized structures (products), the following requirements must be observed:
Structures should, as a rule, be in a position corresponding to the design (beams, trusses, slabs, wall panels, etc.), and if this condition cannot be met, in a position convenient for transportation and transfer to installation (columns, flights of stairs etc.) provided that their strength is ensured;
Structures should be based on inventory linings and gaskets of rectangular section, located in the places indicated in the project; the thickness of the gaskets must be at least 30 mm and at least 20 mm higher than the height of the sling loops and other protruding parts of the structures; for multi-tiered loading and storage of the same type of structures, linings and gaskets should be located on the same vertical along the line of lifting devices (loops, holes) or in other places indicated in the working drawings;
Approved
Order of the Federal
construction agencies
and housing and communal
household (Gosstroy)
dated December 25, 2012 N 109/GS
SET OF RULES
UPDATED VERSION OF SNiP 3.03.01-87
LOAD-BEARING AND ENVELOPED STRUCTURES
Load-bearing and separating constructions
SP 70.13330.2012
OKS 91.080.10
91.080.20
91.080.30
91.080.40
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 developing and approving sets of rules ".
About the set of rules
1. Performers - CJSC "TsNIIPSK named after Melnikov"; Institutes of JSC "National Research Center "Construction": NIIZhB named after A.A. Gvozdev and TsNIISK named after V.A. Kucherenko; Association of Manufacturers of Ceramic Wall Materials; Association of Manufacturers of Silicate Products, Siberian Federal University.
2. Introduced by the Technical Committee for Standardization TC 465 "Construction".
3. Prepared for approval by the Department of Urban Planning Policy.
4. Approved by the Order of the Federal Agency for Construction, Housing and Communal Services (Gosstroy) dated December 25, 2012 N 109 / GS and entered into force on July 1, 2013.
5. Registered by the Federal Agency for Technical Regulation and Metrology (Rosstandart). Revision of SP 70.13330.2011 "SNiP 3.03.01-87 Bearing and enclosing structures".
Information about changes to this updated 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, a corresponding notice will be published in the monthly published information index "National Standards". Relevant information, notification and texts are also posted in the public information system - on the official website of the developer (Gosstroy) on the Internet.
Introduction
This set of rules was developed in order to improve the quality of construction and installation works, the durability and reliability of buildings and structures, as well as the level of safety of people at the construction site, the safety of material assets in accordance with the Federal Law of December 30, 2009 N 384-FZ "Technical regulation on the safety of buildings and structures", increasing the level of harmonization of regulatory requirements with European and international regulatory documents; application of uniform methods for determining operational characteristics and evaluation methods.
The updating of SNiP 3.03.01-87 was carried out by the following team of authors: CJSC "TsNIIPSK named after Melnikov" consisting of specialists: candidates of techn. Sciences N.I. Presnyakov, V.V. Evdokimov, V.F. Belyaev; Dr. tech. Sciences B.V. Ostroumov, V.K. Vostrov; engineers S.I. Bochkova, V.M. Babushkin, G.V. Kalashnikov; Siberian Federal University - Associate Professor, Ph.D. tech. Sciences V.L. Igoshin; Institutes of OAO "National Research Center "Construction": NIIZhB named after A.A. Gvozdev - Doctor of Technical Sciences B.A. Krylov, V.F. Stepanova, N.K. Rozental; Candidates of Technical Sciences V.R. Falikman , M. I. Brusser, A. N. Bolgov, V. I. Savin, T. A. Kuzmich, M. G. Korevitskaya, L. A. Titova, I. I. Karpukhin, G. V. Lyubarskaya, D V. Kuzevanov, N. K. Vernigora and TsNIISK named after V. A. Kucherenko - Doctors of Engineering Sciences I. I. Vedyakov, S. A. Madatyan, Candidates of Engineering Sciences O. I. Ponomarev, S. B. Turkovsky, A. A. Pogoreltsev, I. P. Preobrazhenskaya, A. V. Prostyakov, G. G. Gurova, M. I. Gukova, A. V. Potapov, A. M. Gorbunov, E. G. Fokin, Association of Manufacturers of Ceramic Wall Materials - VN Gerashchenko, Association of Manufacturers of Silicate Products - NV Somov.
1 area of use
1.1. This set of rules applies to the production and acceptance of work performed during the construction and reconstruction of enterprises, buildings and structures in all sectors of the national economy:
in the construction of monolithic concrete and reinforced concrete structures from heavy, extra heavy, on porous aggregates, heat-resistant and alkali-resistant concrete, in the performance of shotcrete and underwater concreting;
in the manufacture of prefabricated concrete and reinforced concrete structures in the conditions of a construction site;
during the installation of prefabricated reinforced concrete, steel, wooden structures and structures made of light efficient materials;
when welding assembly joints of building steel and reinforced concrete structures, reinforcement joints and embedded products of monolithic reinforced concrete structures;
in the production of works on the construction of stone and reinforced masonry structures from ceramic and silicate bricks, ceramic, silicate, natural and concrete stones, brick and ceramic panels and blocks, concrete blocks.
The requirements of this set of rules should be taken into account when designing the structures of buildings and structures.
1.2. When erecting special structures - roads, bridges, pipes, steel tanks and gas holders, tunnels, subways, airfields, hydrotechnical reclamation and other structures, as well as when erecting buildings and structures on permafrost and subsidence soils, undermined territories and in seismic areas, additional be guided by the requirements of the relevant regulatory documents.
2.1. This set of rules uses references to the following regulatory documents:
GOST 379-95 Brick and silicate stones. Specifications
GOST 450-77 Technical calcium chloride. Specifications
GOST 530-07 Ceramic brick and stone. General specifications
GOST 828-77 Technical sodium nitrate. Specifications
GOST 965-89 White Portland cements. Specifications
GOST 969-91 Aluminous and high aluminous cements. Specifications
GOST 1581-96 Oil-well portland cements. Specifications
GOST 2081-2010 Carbamide. Specifications
GOST 2246-70 Steel welding wire. Specifications
GOST 3242-79 Welded joints. Quality control methods
GOST 5264-80 Manual arc welding. Connections are welded. Main types, structural elements and dimensions
GOST 5578-94 Crushed stone and sand from slags of ferrous and non-ferrous metallurgy for concrete. Specifications
GOST 5686-94 Soils. Piling Field Test Methods
GOST 5802-86 Building mortars. Test Methods
GOST 6402-70 Spring washers. Specifications
GOST 6996-66 Welded joints. Methods for determining mechanical properties
GOST 7076-99 Construction materials and products. Method for determining thermal conductivity and thermal resistance in a stationary thermal regime
GOST 7473-2010 Concrete mixes. Specifications
GOST 7512-82 Non-destructive testing. Connections are welded. radiographic method
GOST 7566-94 Steel products. Acceptance, marking, packaging, transportation and storage
GOST 8267-93 Crushed stone and gravel from dense rocks for construction work. Specifications
GOST 8269.0-97 Crushed stone and gravel from dense rocks and industrial waste for construction work. Methods of physical and mechanical tests
GOST 8713-79 Submerged arc welding. Connections are welded. Main types, structural elements and dimensions
GOST 8735-88 Sand for construction work. Test Methods
GOST 8736-93 Sand for construction work. Specifications
GOST 9087-81 Fused welding fluxes. Specifications
GOST 9206-80 Diamond powders. Specifications
GOST 9467-75 Coated metal electrodes for manual arc welding of structural and heat-resistant steels. Types
GOST 9757-90 Artificial porous gravel, crushed stone and sand. Specifications
GOST 9758-2012 Porous inorganic aggregates for construction work. Test Methods
GOST 10060-2012 Concrete. Methods for determining frost resistance
GOST 10178-85 Portland cement and Portland slag cement. Specifications
GOST 10180-90 Concrete. Methods for determining the strength of control samples
GOST 10181-2000 Concrete mixtures. Test Methods
GOST 10243-75 Steel. Test methods and evaluation of macrostructure
GOST 10541-78 Universal motor oils and for automotive carburetor engines. Specifications
GOST 10690-73 Technical potassium carbonate (potash). Specifications
GOST 10832-2009 Expanded perlite sand and crushed stone. Specifications
GOST 10906-78 Oblique washers. Specifications
GOST 10922-90 Reinforcing and embedded products, their welded, knitted and mechanical connections for reinforced concrete structures. General specifications
GOST 11052-74 Expanding gypsum alumina cement
GOST 11371-78 Washers. Specifications
GOST 11533-75 Automatic and semi-automatic submerged arc welding. Connections are welded at acute and obtuse angles. Main types, structural elements and dimensions
GOST 11534-75 Manual arc welding. Connections are welded at acute and obtuse angles. Main types, structural elements and dimensions
GOST 12730.5-84 Concrete. Methods for determining water resistance
GOST 12865-67 Expanded vermiculite
GOST 13015-2003 Concrete and reinforced concrete products for construction. General technical requirements. Rules for acceptance, labeling, transportation and storage
GOST 13087-81 Concrete. Methods for determining abrasion
GOST 14098-91 Welded fittings and embedded products of reinforced concrete structures. Types, designs and sizes
GOST 14771-76 Shielded arc welding. Connections are welded. Main types, structural elements and dimensions
GOST 14782-86 Non-destructive testing. Connections are welded. Ultrasonic methods
GOST 15150-69 Machinery, instruments and other technical products. Versions for different climatic regions. Categories, conditions of operation, storage and transportation in terms of the impact of environmental climatic factors
GOST 15164-78 Electroslag welding. Connections are welded. Main types, structural elements and dimensions
GOST 15825-80 Colored Portland cement. Specifications
GOST 16037-80 Welded steel pipeline joints. Main types, structural elements and dimensions
GOST ISO/IEC 17025-2009 General requirements for the competence of testing and calibration laboratories
GOST 17624-87 Concrete. Ultrasonic strength determination method
GOST 18105-2010 Concrete. Strength control and assessment rules
GOST 18442-80 Non-destructive testing. capillary methods. General requirements
GOST 19906-74 Technical sodium nitrite. Specifications
GOST 20276-99 Soils. Methods for field determination of strength and deformability characteristics
GOST 20799-88 Industrial oils. Specifications
GOST 20850-84 Glued wooden structures. General specifications
GOST 20910-90 Heat-resistant concrete. Specifications
GOST 21104-75 Non-destructive testing. Ferroprobe method
GOST 21105-87 Non-destructive testing. Magnetic particle method
GOST 21779-82 System for ensuring the accuracy of geometric parameters in construction. Technological approvals
GOST 21780-2006 System for ensuring the accuracy of geometric parameters in construction. Accuracy calculation
GOST 22263-76 Crushed stone and sand from porous rocks. Specifications
GOST 22266-94 Sulphate-resistant cements. Specifications
GOST 22690-88 Concrete. Determination of strength by mechanical methods of non-destructive testing
GOST 22845-85 Electric passenger and freight elevators. Rules for the organization, production and acceptance of installation work
GOST 23118-99 Steel building structures. General specifications
GOST 23407-78 Inventory fences for construction sites and sites for construction and installation works. Specifications
GOST 23518-79 Shielded arc welding. Connections are welded at acute and obtuse angles. Main types, structural elements and dimensions
GOST 23683-89 Petroleum solid paraffins. Specifications
GOST 23732-2011 Water for concrete and mortar. Specifications
GOST 23858-79 Welded butt and tee fittings for reinforced concrete structures. Ultrasonic quality control methods. Acceptance rules
GOST 24045-2010 Bent steel sheet profiles with trapezoidal corrugations for construction. Specifications
GOST 24211-2008 Additives for concrete and mortars. General specifications
GOST 24379.0-80 Foundation bolts. General specifications
GOST 24846-81 Soils. Methods for measuring deformations of the foundations of buildings and structures
GOST 25192-82 Concrete. Classification and general technical requirements
GOST 25225-82 Non-destructive testing. Seams of welded joints of pipelines. Magnetographic method
GOST 25246-82 Chemically resistant concretes. Specifications
GOST 25328-82 Cement for mortars. Specifications
GOST 25485-89 Cellular concrete. Specifications
GOST 25592-91 Ash and slag mixtures for thermal power plants for concrete. Specifications
GOST 25818-91 Fly ash from thermal power plants for concrete. Specifications
GOST 25820-2000 Lightweight concrete. Specifications
GOST 26271-84 Flux-cored wire for arc welding of carbon and low-alloy steels. General specifications
GOST 26633-91 Heavy and fine-grained concrete. Specifications
GOST 26644-85 Crushed stone and sand from slags of thermal power plants for concrete. Specifications
GOST 26887-86 Platforms and ladders for construction and installation works. General specifications
GOST 27005-86 Light and cellular concretes. Medium Density Control Rules
GOST 27006-86 Concrete. Squad selection rules
GOST 28013-98 Building mortars. General specifications
GOST 28570-90 Concrete. Methods for determining strength from samples taken from structures
GOST 30515-97 Cements. General specifications
GOST 30971-2002 Mounting seams for adjoining window blocks to wall openings. General specifications
GOST 31108-2003 General construction cements. Specifications
GOST 31384-2008 Protection of concrete and reinforced concrete structures against corrosion. General technical requirements
GOST 12.1.046-85 SSBT. Construction. Building site lighting standards
GOST R 12.4.026-2001 SSBT. Signal colors, safety signs and signal markings. Purpose and rules of application. General technical requirements and characteristics. Test Methods
GOST R 51254-99 Mounting tool for normalized tightening of threaded connections. Keys are momentary. General specifications
GOST R 51263-99 Polystyrene concrete. Specifications
GOST R 51634-2000 Motor and tractor oils. General technical requirements
GOST R 52085-2003 Formwork. General specifications
GOST R 52752-2007 Formwork. Test Methods
SP 15.13330.2012 "SNiP II-22-81* Stone and reinforced masonry structures"
SP 16.13330.2011 "SNiP II-23-81* Steel structures"
SP 20.13330.2011 "SNiP 2.01.07-85* Loads and impacts"
SP 25.13330.2012 "SNiP 2.02.04-88 Bases and foundations on permafrost soils"
SP 28.13330.2012 "SNiP 2.03.11-85 Protection of building structures against corrosion"
SP 45.13330.2012 "SNiP 3.02.01-87 Earthworks, foundations and foundations"
SP 46.13330.2012 "SNiP 3.06.04-91 Bridges and pipes"
SP 48.13330.2011 "SNiP 12-01-2004 Organization of construction"
SP 50.13330.2012 "SNiP 23-02-2003 Thermal protection of buildings"
SP 130.13330.2011 "SNiP 3.09.01-85 Production of prefabricated reinforced concrete structures and products".
Note. When using this set of rules, it is advisable to check the effect of reference standards in the public information system - on the official website of the national bodies 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 corresponding monthly published information indexes published in the current 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, the provision in which the link to it is given applies to the extent that this link is not affected.
3. General requirements
3.1. The organization and performance of work on the construction of buildings and structures, the arrangement of the construction site and workplaces must meet the requirements and.
3.2. The organization and production of work at the construction site must be carried out in compliance with the legislation of the Russian Federation and the requirements,.
3.3. The work should be carried out in accordance with the project for the production of works (PPR), which, along with the general requirements, should provide for: the sequence of installation of structures; measures to ensure the required accuracy of the installation; spatial immutability of structures in the process of their pre-assembly and installation in the design position; stability of structures and parts of the building (structure) in the process of construction; the degree of enlargement of structures and safe working conditions.
The combined installation of structures and equipment should be carried out according to the PPR, which contains the procedure for combining work, interconnected schemes of installation tiers and zones, schedules for lifting structures and equipment.
If necessary, as part of the PPR, additional technical requirements should be developed aimed at improving the construction manufacturability of the structures being built, which should be agreed in the prescribed manner with the organization - the project developer and included in the executive working drawings.
3.4. The construction site must be fenced in accordance with the requirements of GOST 23407 and marked with safety signs and inscriptions of the established form in accordance with the requirements of GOST R 12.4.026. The construction site, work sites, workplaces, driveways and approaches to them at night must be illuminated in accordance with the requirements of GOST 12.1.046.
3.5. Data on the production of construction and installation works should be entered daily in the work logs for the installation of building structures (Appendix A), welding works (Appendix B), anti-corrosion protection of welded joints (Appendix C), embedment of assembly joints and assemblies (Appendix D), assembly joints on bolts with controlled tension (Appendix D), a log of concrete work (Appendix F), as well as to fix their position in the course of installation of structures on geodetic executive diagrams. The quality of construction and installation works must be ensured by the current control of the technological processes of preparatory and main works, as well as during the acceptance of works. According to the results of the current control of technological processes, certificates of examination of hidden works are drawn up.
3.6. Structures, products and materials used in the construction of concrete, reinforced concrete, steel, wood and stone structures must meet the requirements of the relevant standards, codes of practice and working drawings.
3.7. Transportation and temporary storage of structures (products) in the installation area should be carried out in accordance with the requirements of state standards for these structures (products), and for non-standardized structures (products), the following requirements must be observed:
structures should, as a rule, be in a position corresponding to the design (beams, trusses, slabs, wall panels, etc.), and if this condition cannot be met, in a position convenient for transportation and transfer to installation (columns, flights of stairs etc.), provided that their strength is ensured;
structures should be based on inventory linings and gaskets of rectangular section, located in the places indicated in the project; the thickness of the gaskets must be at least 30 mm and at least 20 mm higher than the height of the sling loops and other protruding parts of the structures; for multi-tiered loading and storage of the same type of structures, linings and gaskets should be located on the same vertical along the line of lifting devices (loops, holes) or in other places indicated in the working drawings;
structures must be securely fastened to protect against overturning, longitudinal and transverse displacement, mutual impacts against each other or against the structure of vehicles; fastenings should ensure the possibility of unloading each element from vehicles without violating the stability of the rest;
textured surfaces of load-bearing structures must be protected from damage and contamination;
reinforcement outlets and protruding parts must be protected from damage; factory marking must be accessible for inspection;
small parts for mounting connections should be attached to the shipping elements or sent simultaneously with the structures in a container equipped with tags indicating the brands of the parts and their number; these parts should be stored under a canopy;
fasteners should be stored indoors, sorted by type and brand, bolts and nuts - by strength classes and diameters, and high-strength bolts, nuts and washers - and by lot.
3.8. Facade cladding and roofing structures with textured and other finishes, thin-walled galvanized elements of load-bearing structures, fasteners and parts of load-bearing and enclosing structures, shaped elements of facade and roofing, insulation and vapor barrier materials should be stored in an unheated warehouse with hard flooring.
Storage of structures, facing panels and parts in a warehouse is carried out in a packaged form on wooden beams up to 10 cm thick, with a step of 0.5 m. The warehouse must be closed, dry, with hard flooring.
It is not allowed to store the structures, panels and parts specified in this paragraph in open areas and together with aggressive chemical products.
3.9. Structures during storage should be sorted by brands and stacked taking into account the sequence of installation.
3.10. It is forbidden to move any structures by dragging.
3.11. To ensure the safety of wooden structures during transportation and storage, inventory devices (lodgements, clamps, containers, soft slings) should be used with installation of soft gaskets and linings in places of support and contact of structures with metal parts. Structures should be stored under a canopy to protect them from exposure to solar radiation, alternating moistening and drying.
3.12. Prefabricated structures should be installed, as a rule, from vehicles or enlargement stands.
3.13. Before lifting each mounting element, check:
compliance with its design brand;
the condition of embedded products and installation marks, the absence of dirt, snow, ice, damage to the finish, priming and painting;
availability of the necessary connecting parts and auxiliary materials at the workplace;
correctness and reliability of fastening of load-handling devices.
Each mounting element must be equipped in accordance with the PPR with scaffolding, ladders and railings.
3.14. Slinging of the mounted elements should be carried out in the places indicated in the working drawings, and ensure their lifting and supply to the installation site in a position close to the design one. If it is necessary to change the places of slinging, they must be agreed with the organization - the developer of the working drawings.
Lifting operations with thin-walled galvanized structures, facing panels and slabs should be carried out using textile tape slings, vacuum grips or other devices that prevent damage to structures and panels.
It is forbidden to sling structures in arbitrary places, as well as for the release of reinforcement.
Slinging schemes for enlarged flat and spatial blocks should ensure their strength, stability and invariability of geometric dimensions and shapes when lifting.
3.15. Mounted elements should be lifted smoothly, without jerks, swinging and rotation, as a rule, using braces. When lifting vertically located structures, one guy is used, horizontal elements and blocks - at least two.
The structures should be lifted in two stages: first, to a height of 20 - 30 cm, then, after checking the reliability of the slinging, further lifting should be carried out.
3.16. When installing mounting elements, the following must be ensured:
stability and immutability of their position at all stages of installation;
work safety;
the accuracy of their position with the help of constant geodetic control;
strength of mounting connections.
3.17. Structures should be installed in the design position according to the accepted guidelines (risks, pins, stops, edges, etc.).
Structures with special embedded or other fixing devices should be installed on these devices.
3.18. Mounting elements to be installed must be securely fastened before bridging.
3.19. Until the end of the reconciliation and reliable (temporary or project) fixing of the installed element, it is not allowed to rest on it the overlying structures, if such support is not provided for by the PPR.
3.20. If there are no special requirements in the working drawings, the maximum deviations in the alignment of landmarks (edges or scratches) during the installation of prefabricated elements, as well as deviations from the design position of structures completed by installation (erection) should not exceed the values \u200b\u200bgiven in the relevant sections of this set of rules.
Deviations for the installation of mounting elements, the position of which may change in the process of their permanent fixing and loading with subsequent structures, should be assigned in the PPR so that they do not exceed the limit values after the completion of all installation work. In the absence of special instructions in the PPR, the deviation of the elements during installation should not exceed 0.4 of the maximum deviation for acceptance.
3.21. The use of installed structures for attaching cargo pulley blocks, diverting blocks and other lifting devices to them is allowed only in cases provided for by the PPR and agreed, if necessary, with the organization that completed the working drawings of the structures.
3.22. Installation of building structures (structures) should be started, as a rule, from a spatially stable part: a bond cell, a stiffening core, etc.
Installation of structures of buildings and structures of great length or height should be carried out in spatially stable sections (spans, tiers, floors, temperature blocks, etc.).
3.23. Production quality control of construction and installation works should be carried out in accordance with SP 48.13330.
The following documentation must be submitted during acceptance control:
as-built drawings with introduced (if any) deviations, approved by the manufacturer of structures, as well as by the installation organization, agreed with design organizations - developers of drawings, and documents on their approval;
factory technical passports for steel, reinforced concrete and wooden structures;
documents (certificates, passports) certifying the quality of materials used in the construction and installation works;
certificates of examination of hidden works;
acts of intermediate acceptance of critical structures;
Executive geodetic schemes of the position of structures;
work logs;
documents on quality control of welded joints;
acts of testing structures (if tests are provided for by additional rules of this set of rules or working drawings);
other documents specified in additional rules or working drawings.
3.24. It is allowed in projects, with appropriate justification, to assign requirements for the accuracy of parameters, volumes and methods of control that differ from those provided for by these rules. In this case, the accuracy of the geometric parameters of structures should be assigned on the basis of the accuracy calculation in accordance with GOST 21780.
SNiP 3.03.01-87 Bearing and enclosing structures
BUILDING REGULATIONS
BEARING
AND ENVIRONMENTAL STRUCTURES
SNiP 3.03.01-87
USSR STATE CONSTRUCTION COMMITTEE
MOSCOW 1989
DEVELOPED BY TsNIIOMTP Gosstroy of the USSR (Doctor of Technical Sciences V. D. Topchiy; Candidates of Technical Sciences Sh. L. Machabeli, R. A. Kagramanov, B. V. Zhadanovsky, Yu. B. Chirkov, V. V. Shishkin , N. I. Evdokimov, V. P. Kolodiy, L. N. Karnaukhova, I. I. Sharov, Doctor of Technical Sciences K. I. Bashlay, A. G. Prozorovsky); NIIZHB Gosstroy of the USSR (Doctor of Technical Sciences B. A. Krylov; Candidates of Technical Sciences O. S. Ivanova, E. N. Malinsky, R. K. Zhitkevich, B. P. Goryachev, A. V. Lagoida, N. K. Rozental, N. F. Shesterkina, A. M. Fridman, V. V. Zhukov, Doctor of Technical Sciences); VNIPIPromstalkonstruktsiya Minmontazhspetsstroy of the USSR (B. Ya. Moyzhes, B. B. Rubanovich), TsNIISK im. Kucherenko of the Gosstroy of the USSR (Doctor of Technical Sciences L. M. Kovalchuk; Candidates of Technical Sciences V. A. Kameiko, I. P. Preobrazhenskaya; L. M. Lomova); Central Research Institute of Projectstalconstruction of the State Construction Committee of the USSR (B. N. Malinin; Candidate of Technical Sciences V. G. Kravchenko); VNIIMontazhspetsstroy of the Ministry of Montazhspetsstroy of the USSR (G. A. Ritchik); TsNIIEP housing of the State Committee for Architecture (S. B. Vilensky) with the participation of the Donetsk Promstroyniiproekt, the Krasnoyarsk Promstroyniiproekt of the Gosstroy of the USSR; Gorky Engineering and Construction Institute. Chkalov of the USSR State Committee for Public Education; VNIIG them. Vedeneev and Orgenergostroy of the Ministry of Energy of the USSR; TsNIIS of the Ministry of Transport of the USSR; Aeroproject Institute of the USSR Ministry of Civil Aviation; NIIMosstroy of the Moscow City Executive Committee.
INTRODUCED by TsNIIOMTP Gosstroy of the USSR.
PREPARED FOR APPROVAL by the Department of Standardization and Technical Standards in Construction of the USSR State Construction Committee (A. I. Golyshev, V. V. Bakonin, D. I. Prokofiev).
With the entry into force of SNiP 3.03.01-87 "Bearing and enclosing structures" lose their force:
chapter SNiP III-15-76 "Monolithic concrete and reinforced concrete structures";
SN 383-67 "Instructions for the production and acceptance of work during the construction of reinforced concrete tanks for oil and oil products";
chapter SNiP III-16-80, "Concrete and reinforced concrete prefabricated structures";
SN 420-71 "Guidelines for sealing joints during installation of building structures";
chapter SNiP III-18-75 "Metal structures" in terms of installation of structures";
clause 11 “Changes and additions to the chapter SNiP III-18-75 “Metal structures”, approved by the Decree of the USSR Gosstroy dated April 19, 1978 No. 60;
chapter SNiP III-17-78 "Stone structures";
chapter SNiP III-19-76 "Wooden structures";
SN 393-78 "Instruction for welding joints and embedded parts of reinforced concrete structures".
When using a regulatory document, one should take into account the approved changes in building codes and regulations and state standards published in the Bulletin of Construction Equipment magazine, the Collection of Changes to Building Codes and Rules of the USSR Gosstroy and the information index "USSR State Standards" of the USSR State Standard.
Building codes and rules SNiP 3.03.01-87
"LOAD-BEARING AND ENCORDING STRUCTURES"
(approved
Decree of the Gosstroy of the USSR of December 4, 1987 N 280)
With changes:
(dated May 22, 2003)
Instead of SNiP III-15-76; CH 383-67; SNiP III-16-80; CH 420-71;
SNiP III-18-75; SNiP III-17-78; SNiP III-19-76; CH 393-78
1. General Provisions
1.1. These norms and rules apply to the production and acceptance of work performed during the construction and reconstruction of enterprises, buildings and structures in all sectors of the national economy:
in the construction of monolithic concrete and reinforced concrete structures from heavy, extra heavy, on porous aggregates, heat-resistant and alkali-resistant concrete, in the performance of shotcrete and underwater concreting;
in the manufacture of prefabricated concrete and reinforced concrete structures in the conditions of a construction site;
during the installation of prefabricated reinforced concrete, steel, wooden structures and structures made of light efficient materials;
when welding assembly joints of building steel and reinforced concrete structures, reinforcement joints and embedded products of monolithic reinforced concrete structures;
in the production of works on the construction of stone and reinforced masonry structures from ceramic and silicate bricks, ceramic, silicate, natural and concrete stones, brick and ceramic panels and blocks, concrete blocks.
The requirements of these rules should be taken into account when designing the structures of buildings and structures.
1.2. The work specified in clause 1.1 must be carried out in accordance with the project, as well as comply with the requirements of the relevant standards, building codes and rules for the organization of construction production and safety in construction, fire safety rules for the production of construction and installation works, as well as the requirements of state supervision bodies .
1.3. When erecting special structures - roads, bridges, pipes, tunnels, subways, airfields, hydraulic engineering, reclamation and other structures, as well as when erecting buildings and structures on permafrost and subsidence soils, undermined territories and in seismic areas, it is necessary to additionally be guided by the requirements of the relevant regulatory - technical documents.
1.4. Work on the construction of buildings and structures should be carried out according to the approved project for the production of works (PPR), which, along with the general requirements of SNiP 3.01.01-85, should provide for: the sequence of installation of structures; measures to ensure the required accuracy of the installation; spatial immutability of structures in the process of their pre-assembly and installation in the design position; stability of structures and parts of the building (structure) in the process of construction; the degree of enlargement of structures and safe working conditions.
The combined installation of structures and equipment should be carried out according to the PPR, which contains the procedure for combining work, interconnected schemes of installation tiers and zones, schedules for lifting structures and equipment.
If necessary, as part of the PPR, additional technical requirements should be developed aimed at improving the construction manufacturability of the structures being built, which should be agreed in the prescribed manner with the organization - the project developer and included in the executive working drawings.
1.5. Data on the production of construction and installation works should be entered daily in the work logs for the installation of building structures (mandatory appendix 1), welding work (mandatory appendix 2), anti-corrosion protection of welded joints (mandatory appendix 3), embedment of assembly joints and assemblies (mandatory appendix 4 ), making mounting connections on bolts with controlled tension (mandatory Appendix 5), as well as fixing their position on geodetic executive diagrams during the installation of structures.
1.6. Structures, products and materials used in the construction of concrete, reinforced concrete, steel, wood and stone structures must meet the requirements of the relevant standards, specifications and working drawings.
1.7. Transportation and temporary storage of structures (products) in the installation area should be carried out in accordance with the requirements of state standards for these structures (products), and for non-standardized structures (products) the following requirements must be observed:
structures should, as a rule, be in a position corresponding to the design (beams, trusses, slabs, wall panels, etc.), and if this condition cannot be met, in a position convenient for transportation and transfer to installation (columns, flights of stairs etc.) provided that their strength is ensured;
structures should be based on inventory linings and gaskets of rectangular section, located in the places indicated in the project; the thickness of the gaskets must be at least 30 mm and at least 20 mm higher than the height of the sling loops and other protruding parts of the structures; for multi-tiered loading and storage of the same type of structures, linings and gaskets should be located on the same vertical along the line of lifting devices (loops, holes) or in other places indicated in the working drawings;
structures must be securely fastened to protect against overturning, longitudinal and transverse displacement, mutual impacts against each other or against the structure of vehicles; fastenings should ensure the possibility of unloading each element from vehicles without violating the stability of the rest;
textured surfaces must be protected from damage and contamination;
reinforcement outlets and protruding parts must be protected from damage; factory marking must be accessible for inspection;
small parts for mounting connections should be attached to the shipping elements or sent simultaneously with the structures in a container equipped with tags indicating the brands of the parts and their number; these parts should be stored under a canopy;
fasteners should be stored indoors, sorted by type and brand, bolts and nuts - by strength classes and diameters, and high-strength bolts, nuts and washers - and by lot.
1.8. Structures during storage should be sorted by brands and stacked taking into account the sequence of installation.
1.10. To ensure the safety of wooden structures during transportation and storage, inventory devices (lodgements, clamps, containers, soft slings) should be used with installation of soft pads and linings in places of support and contact of structures with metal parts, and also protect them from exposure to solar radiation, alternate moisture and drying.
1.11. Prefabricated structures should be installed, as a rule, from vehicles or enlargement stands.
1.12. Before lifting each mounting element, check:
compliance with its design brand;
the condition of embedded products and installation marks, the absence of dirt, snow, ice, damage to the finish, priming and painting;
availability of the necessary connecting parts and auxiliary materials at the workplace;
correctness and reliability of fastening of load-handling devices;
as well as to equip, in accordance with the PPR, with scaffolding, ladders and fences.
1.13. Slinging of mounted elements should be carried out in the places indicated in the working drawings, and ensure their lifting and supply to the installation site in a position close to the design one. If it is necessary to change the places of slinging, they must be agreed with the organization - the developer of the working drawings.
It is forbidden to sling structures in arbitrary places, as well as for the release of reinforcement.
Slinging schemes for enlarged flat and spatial blocks should ensure their strength, stability and invariability of geometric dimensions and shapes when lifting.
1.14. Mounted elements should be lifted smoothly, without jerks, swinging and rotation, as a rule, using braces. When lifting vertically located structures, one guy is used, horizontal elements and blocks - at least two.
The structures should be lifted in two stages: first, to a height of 20-30 cm, then, after checking the reliability of the slinging, further lifting should be carried out.
1.15. When installing mounting elements, the following must be ensured:
stability and immutability of their position at all stages of installation;
work safety;
the accuracy of their position with the help of constant geodetic control;
strength of mounting connections.
1.16. Structures should be installed in the design position according to the accepted guidelines (risks, pins, stops, edges, etc.).
Structures with special embedded or other fixing devices should be installed on these devices.
1.17. Mounting elements to be installed must be securely fastened before bridging.
1.18. Until the end of the reconciliation and reliable (temporary or project) fixing of the installed element, it is not allowed to rest on it the overlying structures, if such support is not provided for by the PPR.
1.19. If there are no special requirements in the working drawings, the maximum deviations of the alignment of landmarks (edges or marks) during the installation of prefabricated elements, as well as deviations from the design position of structures completed by installation (erection) should not exceed the values given in the relevant sections of these rules and regulations.
Deviations for the installation of mounting elements, the position of which may change in the process of their permanent fixing and loading with subsequent structures, should be assigned in the PPR so that they do not exceed the limit values after the completion of all installation work. In the absence of special instructions in the PPR, the deviation of the elements during installation should not exceed 0.4 of the maximum deviation for acceptance.
1.20. The use of installed structures for attaching cargo pulley blocks, diverting blocks and other lifting devices to them is allowed only in cases provided for by the PPR and agreed, if necessary, with the organization that completed the working drawings of the structures.
1.21. Installation of building structures (structures) should be started, as a rule, from a spatially stable part: a bond cell, a stiffening core, etc.
Installation of structures of buildings and structures of great length or height should be carried out in spatially stable sections (spans, tiers, floors, temperature blocks, etc.)
1.22. Production quality control of construction and installation works should be carried out in accordance with SNiP 3.01.01-85.
The following documentation must be submitted during acceptance control:
executive drawings with introduced (if any) deviations, approved by the enterprise - the manufacturer of structures, as well as the installation organization, agreed with the design organizations - developers of the drawings, and documents on their approval;
factory technical passports for steel, reinforced concrete and wooden structures;
documents (certificates, passports) certifying the quality of materials used in the construction and installation works;
certificates of examination of hidden works;
acts of intermediate acceptance of critical structures;
Executive geodetic schemes of the position of structures;
work logs;
documents on quality control of welded joints;
acts of testing structures (if tests are provided for by additional rules of these rules and regulations or working drawings);
other documents specified in additional rules or working drawings.
1.23. It is allowed in projects, with appropriate justification, to assign requirements for the accuracy of parameters, volumes and methods of control that differ from those provided for by these rules. In this case, the accuracy of the geometric parameters of structures should be assigned on the basis of the accuracy calculation in accordance with GOST 21780-83.
2. Concrete work
Concrete materials
2.1. The choice of cements for the preparation of concrete mixtures should be made in accordance with these rules (recommended Appendix 6) and GOST 23464-79. Acceptance of cements should be carried out in accordance with GOST 22236-85, transportation and storage of cements - in accordance with GOST 22237-85 and SNiP 3.09.01-85.
2.2. Aggregates for concrete are used fractionated and washed. It is forbidden to use a natural mixture of sand and gravel without sieving into fractions (mandatory Appendix 7). When choosing aggregates for concrete, mainly materials from local raw materials should be used. To obtain the required technological properties of concrete mixtures and the performance properties of concrete, chemical additives or their complexes should be used in accordance with the mandatory Appendix 7 and the recommended Appendix 8.
Concrete mixtures
2.3. Dosing of the components of concrete mixes should be done by weight. Dosing by volume of water of additives introduced into the concrete mixture in the form of aqueous solutions is allowed. The ratio of components is determined for each batch of cement and aggregates, when preparing concrete of the required strength and mobility. The dosage of the components should be adjusted during the preparation of the concrete mixture, taking into account the data of monitoring the indicators of cement properties, moisture content, granulometry of aggregates and strength control.
2.4. The order of loading the components, the duration of mixing the concrete mixture should be established for specific materials and conditions of the concrete mixing equipment used by evaluating the mobility, uniformity and strength of concrete in a particular batch. When introducing segments of fibrous materials (fibers), such a method of their introduction should be provided so that they do not form lumps and inhomogeneities.
When preparing a concrete mix using a separate technology, the following procedure must be observed:
water, part of the sand, finely ground mineral filler (if used) and cement are dosed into a working high-speed mixer, where everything is mixed;
the resulting mixture is fed into a concrete mixer, pre-loaded with the rest of the aggregates and water, and once again everything is mixed.
2.5. Transportation and supply of concrete mixtures should be carried out by specialized means that ensure the preservation of the specified properties of the concrete mixture. It is forbidden to add water at the place of laying the concrete mixture to increase its mobility.
2.6. The composition of the concrete mixture, preparation, acceptance rules, control methods and transportation must comply with GOST 7473-85.
2.7. Requirements for the composition, preparation and transportation of concrete mixes are given in Table 1.
Table 1
│ │ │Control (method,│
│ │ │ registration) │
│ 1. Number of coarse fractions│ │Measuring by│
│ filler with croup-│ │ GOST 10260-82,│
│ grain size, mm: │ │ work log │
│ up to 40 │ At least two │ │
│ St. 40 │ At least three │ │
│ 2. Largest size│ │ The same │
│ placeholders for: │ │ │
│ reinforced concrete const-│ Not more than 2/3 of the smallest│ │
│ arms │ distances between rods │ │
│ │ fittings │ │
│ plates │ Not more than 1/2 thickness │ │
│ │ plates │ │
│ thin-walled construction-│ No more than 1/3 - 1/2 thickness-│ │
│ tions │ our products │ │
│ when pumping beto-│ Not more than 0.33 internal│ │
│ non-pump: │ pipeline diameter │ │
│ including grains │ Not more than 15% by weight │ │
│ the greatest times- │ │ │
│ measure flaky and │ │ │
│ needle-shaped │ │ │
│ when pumping along│ │Measuring along│
│ content for concrete pipelines │ │GOST 8736-85,│
│ sand with a particle size of less than, │ │ work log │
│ mm: │ │ │
│ 0,14 │ 5 - 7% │ │
│ 0,3 │ 15 - 20% │ │
Laying concrete mixes
2.8. Before concreting, rock foundations, horizontal and inclined concrete surfaces of working joints must be cleaned of debris, dirt, oils, snow and ice, cement film, etc. Immediately before laying the concrete mixture, the cleaned surfaces must be washed with water and dried with a jet of air.
2.9. All structures and their elements closed in the course of subsequent work (prepared structural bases, reinforcement, embedded products, etc.), as well as the correct installation and fixing of the formwork and its supporting elements, must be accepted in accordance with SNiP 3.01.01-85.
2.10. Concrete mixtures should be laid in concreted structures in horizontal layers of the same thickness without gaps, with consistent direction of laying in one direction in all layers.
2.11. When compacting the concrete mixture, it is not allowed to rest the vibrators on the reinforcement and embedded products, strands and other elements of the formwork fastening. The depth of immersion of the deep vibrator in the concrete mixture should ensure its deepening into the previously laid layer by 5-10 cm.
2.12. Laying of the next layer of concrete mixture is allowed before the beginning of setting of the concrete of the previous layer. The duration of the break between the laying of adjacent layers of concrete mix without the formation of a working seam is established by the construction laboratory. The top level of the laid concrete mixture should be 50-70 mm below the top of the formwork panels.
2.13. The surface of the working joints, arranged when laying the concrete mixture intermittently, should be perpendicular to the axis of the columns and beams to be concreted, the surface of the slabs and walls. The resumption of concreting is allowed to be carried out when the concrete reaches a strength of at least 1.5 MPa. Working seams, in agreement with the design organization, can be arranged during concreting:
columns - at the level of the top of the foundation, the bottom of the runs, beams and crane consoles, the top of the crane beams, the bottom of the capitals of the columns;
beams of large dimensions, monolithically connected to the slabs - 20-30 mm below the mark of the lower surface of the slab, and if there are haunches in the slab - at the mark of the bottom of the haunch of the slab;
flat slabs - anywhere parallel to the smaller side of the slab;
ribbed paracoverings - in the direction parallel to the secondary beams;
individual beams - within the middle third of the span of beams, in the direction parallel to the main beams (girders) within two middle quarters of the span of girders and slabs;
massifs, arches, vaults, reservoirs, bunkers, hydraulic structures, bridges and other complex engineering structures and structures - in the places specified in the projects.
2.14. Requirements for laying and compaction of concrete mixes are given in Table 2.
table 2
┌───────────────────────────┬──────────────────────────┬────────────────┐
│ │ │Control (method,│
│ Parameter │ Parameter value │ volume, type │
│ │ │ registration) │
├───────────────────────────┼──────────────────────────┼────────────────┤
│1. Surface strength │ Not less, MPa: │Measuring value│
│ concrete bases at │ │ GOST 10180-78, │
│ cleaning from cement │ │ GOST 18105-86, │
│ films: │ │GOST 22690.0-77,│
│ water and air │ 0.3 │ work log │
│ jet │ │ │
│ mechanical metal-│ 1.5 │ │
│ with a brush │ │ │
│ hydrosandblast or │ 5.0 │ │
│ mechanical cutter │ │ │
│2. Height of free sbra-│ No more than, m: │Measuring, 2│
│ pouring concrete mix │ │ times per shift, │
│ formwork structures: │ │ work log │
│ columns │ 5.0 │ │
│ overlaps │ 1.0 │ │
│ walls │ 4.5 │ │
│ unreinforced const-│ 6.0 │ │
│ routs │ │ │
│ weakly reinforced under-│ 4.5 │ │
│ earth structures in │ │ │
│ dry and cohesive soils │ │ │
│ densely reinforced │ 3.0 │ │
│ │ │ │
│3. Thickness of stacked│ │Measuring, 2│
│ layers of concrete mix: │ │ times per shift, │
│ when compacting the mixture │ 5-10 cm less │ work log │
│ heavy suspended │ working part length │ │
│ vertically arranged-│ vibrator │ │
│ female vibrators│ │ │
│ when compacting the mixture│ Not more than vertical │ │
│ hanging vibrator-│ projection of the length of the work- │ │
│ mi located under │ whose part of the vibrator │ │
│ angle to the vertical (up to │ │ │
│ 30°) │ │ │
│ when compacting the mixture│ No more than 1.25 lengths │ │
│ manual deep │ vibra- │ │ working part
│ vibrators │ torus │ │
│ when compacted │ │ │
│ surface mixtures │ No more, see: │ │
│ vibrators in │ │ │
│ designs: │ │ │
│ unreinforced │ 40 │ │
│ with single reinforcement │ 25 │ │
│ with double "│ 12 │ │
└───────────────────────────┴──────────────────────────┴────────────────┘
Curing and care of concrete
2.15. In the initial period of hardening, concrete must be protected from atmospheric precipitation or moisture loss, and subsequently, the temperature and humidity conditions must be maintained with the creation of conditions that ensure the growth of its strength.
2.16. Measures for the care of concrete, the procedure and timing of their implementation, control over their implementation and the timing of the stripping of structures should be established by the PPR.
2.17. The movement of people on concreted structures and the installation of formwork of overlying structures are allowed after the concrete reaches a strength of at least 1.5 MPa.
Testing of concrete during acceptance of structures
2.18. Strength, frost resistance, density, water resistance, deformability, as well as other indicators established by the project, should be determined in accordance with the requirements of current state standards.
Concrete on porous aggregates
2.19. Concrete must meet the requirements of GOST 25820-83.
2.20. Materials for concrete should be selected in accordance with the mandatory Appendix 7, and chemical additives - with the recommended Appendix 8.
2.21. The selection of concrete composition should be made in accordance with GOST 27006-86.
2.22. Concrete mixtures, their preparation, delivery, laying and care of concrete must meet the requirements of GOST 7473-85.
2.23. The main indicators of the quality of the concrete mix and concrete should be controlled in accordance with Table 3.
Table 3
┌───────────────────────────┬──────────────────────────┬────────────────┐
│ │ │Control (method,│
│ Parameter │ Parameter value │ volume, type │
│ │ │ registration) │
├───────────────────────────┼──────────────────────────┼────────────────┤
│1. Stratification, no more than │ 6% │Measuring by│
│ │ │GOST 10181.4-81,│
│ │ │2 times per shift, │
│ │ │Journal of Works │
│ │ │ │
│2. Strength of concrete (in mo-│ │Measuring by│
│ ment stripping konst-│ │ GOST 10180-78 and │
│ ruts), not below: │ │GOST 18105-86, │
│ heat-insulating │ 0.5 MPa │ not less than one │
│ structural-heat-│ 1.5 MPa │ times for the whole │
│ insulating │ │ stripped volume - │
│ reinforced │ 3.5 MPa, but not less than 50%│ki, work log│
│ │ design strength │ │
│ pre-stressed-│ 14.0 MPa, but not less than 70% │ │
│ female │ design strength │ │
└───────────────────────────┴──────────────────────────┴────────────────┘
Acid and alkali resistant concretes
2.24. Acid-resistant and alkali-resistant concretes must comply with the requirements of GOST 25192-82. The compositions of acid-resistant concretes and the requirements for materials are given in Table 4.
Table 4
┌────────────────────────┬──────────────────┬───────────────────────────┐
│ Material │ Quantity │ Requirements for materials │
├────────────────────────┼──────────────────┼───────────────────────────┤
│1. Astringent - liquid │ │ │
│ glass: │ │ │
│ sodium │Not less than 280 kg/m3 │1.38-1.42 (specific gravity)│
│ │(9-11% by weight)│with silica module│
│ │ │2,5-2,8 │
│ potassium │ - │1.26 - 1.36 (specific mass-│
│ │ │sa) with silica mod-│
│ │ │lem 2.5-3.5 │
│ │ │ │
│2. Hardening initiator -│From 25 to 40 kg/m3 │Content of pure matter-│
│ silicofluoride │ (1.3-2% by mass) │ properties not less than 93%, moisture-│
│ sodium: │ │ content no more than 2%, tone-│
│ │ │ grinding bone, corresponding-│
│ │
│ │ │5% on sieve N 008 │
│ │ │ │
│ including for concrete:│ │ │
│ acid-resistant │8-10% of the mass of nat-│ │
│ (KB) │ riy liquid│ │
│ │ glass │ │
│ acid-water resistant - │18-20% of the mass│ │
│ whom (KVB) │ sodium liquid-│ │
│ │ which glass or │ │
│ │15% mass potassium-│ │
│ │vogo liquid│ │
│ │ glass │ │
│ │ │ │
│3. Finely ground floor - │ 1.3-1.5 times │ Acid resistance is not │
│ threads - andesitic, │ more consumption │ the same 96%, fineness of grinding, │
│ diabase or basal-│ liquid glass │corresponding to the remainder│
│ total flour │ (12-16%) │ no more than 10% on a sieve │
│ │ │N 0315, humidity is not higher-│
│ │ │ more than 2% │
│ │ │ │
│4. Fine aggregate -│ 2 times more│Acid resistance not lower than │
│ quartz sand │ liquid consumption │96%, humidity not more than 1%.│
│ │ glass (24-26%) │Strength limit of rocks, from│
│5. Coarse aggregate - │ 4 times more │ of which sand and │
│ crushed stone from andesite, │ consumption of liquid │ crushed stone, should not be lower │
│ beshtaunit, quartz, │ glass (48-50%) │ 60 MPa. It is forbidden to use
│quartzite, felsite, │
│granite, acid-resistant-│ │bonate rocks (lime-│
│ which ceramics │ │kov, dolomites), fill-│
│ │ │should not contain me-│
│ │ │tallic inclusions │
└────────────────────────┴──────────────────┴───────────────────────────┘
2.25. The preparation of concrete mixtures on liquid glass should be carried out in the following order. The hardening initiator, filler and other powdered components sifted through a N 03 sieve are mixed dry in a closed mixer beforehand. Liquid glass is mixed with modifying additives. First, crushed stone of all fractions and sand are loaded into the mixer, then a mixture of powdered materials and mixed for 1 minute, then liquid glass is added and mixed for 1-2 minutes. In gravity mixers, the mixing time of dry materials is increased to 2 minutes, and after loading all the components - up to 3 minutes. Adding liquid glass or water to the finished mixture is not allowed. The viability of the concrete mixture is no more than 50 minutes at 20°C, with increasing temperature it decreases. The requirements for the mobility of concrete mixtures are given in Table 5.
2.26. Transportation, laying and compaction of the concrete mixture should be carried out at an air temperature below 10 ° C within a period not exceeding its viability. Laying must be carried out continuously. When arranging a working joint, the surface of the hardened acid-resistant concrete is notched, dedusted and primed with liquid glass.
2.27. The moisture content of the surface of concrete or bricks protected by acid-resistant concrete should be no more than 5% by weight, at a depth of up to 10 mm.
2.28. The surface of reinforced concrete structures made of concrete on Portland cement, before laying acid-resistant concrete on them, must be prepared in accordance with the instructions of the project or treated with a hot solution of magnesium silicofluoride (3-5% solution at a temperature of 60 ° C) or oxalic acid (5-10% - solution) or primed with polyisocyanate or 50% polyisocyanate solution in acetone.
Table 5
┌─────────────────────────┬───────────────────────┬─────────────────────┐
│ │ │ Control │
│ │ │ type of registration) │
├─────────────────────────┼───────────────────────┼─────────────────────┤
│Mobility of concrete mixtures-│ │ Measuring by │
│ this, depending on the ob-│ │ GOST 10181.1-81, │
│ sour application area │ │ work log │
│ resistant concrete for: │ │ │
│ │ │ │
│ floors, unreinforced │ Cone draft 0-1 cm, │ │
│ structures, linings │ rigidity 30-50 s │ │
│ containers, devices │ │ │
│ │ │ │
│ structures with a rare │ Cone draft 3-5 cm, │ │
│ reinforcement thickness │ stiffness 20-25 s │ │
│ over 10 mm │ │ │
│ │ │ │
│ densely reinforced tone-│ Cone draft 6-8 cm, │ │
│ bone structures │ stiffness 5-10 s │ │
└─────────────────────────┴───────────────────────┴─────────────────────┘
2.29. The concrete mixture on liquid glass should be compacted by vibrating each layer with a thickness of not more than 200 mm for 1-2 minutes.
2.30. Hardening of concrete within 28 days should occur at a temperature not lower than 15°C. Drying is allowed with the help of air heaters at a temperature of 60-80°C during the day. Temperature rise rate - no more than 20-30°С/h.
2.31. The acid resistance of acid-resistant concrete is ensured by the introduction of polymeric additives of 3-5% by weight of liquid glass into the concrete: furyl alcohol, furfural, furitol, acetone-formaldehyde resin ACF-3M, tetrafurfuryl ether of orthosilicic acid TFS, a compound of furyl alcohol with phenol-formaldehyde resin FRV-1 or FRV- four.
2.32. The water resistance of acid-resistant concrete is ensured by introducing into the composition of concrete finely ground additives containing active silica (diatomite, tripoli, aerosil, flint, chalcedony, etc.), 5-10% by weight of liquid glass or polymer additives up to 10-12% by weight of liquid glass: polyisocyanate, carbamide resin KFZh or KFMT, organosilicon hydrophobizing liquid GKZH-10 or GKZH-11, paraffin emulsion.
2.33. The protective properties of acid-resistant concrete in relation to steel reinforcement are provided by the introduction of corrosion inhibitors into the concrete composition of 0.1-0.3% of the mass of liquid glass: lead oxide, a complex additive of catapine and sulfonic acid, sodium phenylanthranilate.
2.34. Demoulding of structures and subsequent processing of concrete is allowed when the concrete reaches 70% of the design strength.
2.35. An increase in the chemical resistance of structures made of acid-resistant concrete is provided by double treatment of the surface with a solution of sulfuric acid of 25-40% concentration.
2.36. Materials for alkali-resistant concrete in contact with alkali solutions at temperatures up to 50°C must meet the requirements of GOST 10178-85. The use of cements with active mineral additives is not allowed. The content of granulated or electrothermophosphoric slags must be at least 10 and not more than 20%. The mineral content in Portland cement and Portland slag cement should not exceed 8%. The use of aluminous binder is prohibited.
2.37. Fine aggregate (sand) for alkali-resistant concrete, operated at temperatures up to 30 ° C, should be used in accordance with the requirements of GOST 10268-80, above 30 ° C - crushed from alkali-resistant rocks - limestone, dolomite, magnesite, etc. should be used. Coarse aggregate (crushed stone) for alkali-resistant concrete, operated at temperatures up to 30 ° C, should be used from dense igneous rocks - granite, diabase, basalt, etc.
2.38. Crushed stone for alkali-resistant concrete, operated at temperatures above 30 ° C, should be used from dense carbonate sedimentary or metamorphic rocks - limestone, dolomite, magnesite, etc. Water saturation of crushed stone should be no more than 5%.
Heat-resistant concrete
2.39. Materials for the preparation of ordinary concrete, operated at temperatures up to 200 ° C, and heat-resistant concrete should be used in accordance with the recommended Appendix 6 and the mandatory Appendix 7.
2.40. Dosing of materials, preparation and transportation of concrete mixtures must meet the requirements of GOST 7473-85 and GOST 20910-82.
2.41. An increase in the mobility of concrete mixes for ordinary concretes operated at temperatures up to 200 ° C is allowed through the use of plasticizers and superplasticizers.
2.42. The use of chemical hardening accelerators in concretes operated at temperatures above 150°C is not allowed.
2.43. Concrete mixtures should be laid at a temperature not lower than 15°C, and this process should be continuous. Breaks are allowed in the places where working or expansion joints are provided for by the project.
2.44. Hardening of concretes on a cement binder should occur under conditions that ensure the wet state of the concrete surface.
Hardening of concrete on liquid glass should occur in an air-dry environment. During the hardening of these concretes, good air ventilation must be provided to remove water vapor.
2.45. Drying and heating of heat-resistant concrete should be carried out in accordance with the PPR.
Concrete especially heavy and for radiation protection
2.46. Works with the use of especially heavy concretes and concretes for radiation protection should be carried out according to the usual technology. In cases where conventional concreting methods are not applicable due to mixture stratification, complex configuration of the structure, saturation with reinforcement, embedded parts and communication penetrations, the method of separate concreting should be used (rising mortar method or method of coarse aggregate embedding into the mortar). The choice of concreting method should be determined by the WEP.
2.47. The materials used for radiation protection concretes must comply with the requirements of the project.
2.48. The requirements for the granulometric composition, physical and mechanical characteristics of mineral, ore and metal aggregates must comply with the requirements for aggregates for heavy concrete. Metal fillers must be degreased before use. Non-peeling rust is allowed on metal aggregates.
2.49. Passports for materials used for the manufacture of radiation protection concretes must contain data on a complete chemical analysis of these materials.
2.50. Works with the use of concrete on metal aggregates are allowed only at positive ambient temperatures.
2.51. When laying concrete mixtures, it is prohibited to use belt and vibration conveyors, vibrating bunkers, vibroshoes, dropping of a particularly heavy concrete mixture is allowed from a height of not more than 1 m.
2.52. Concrete tests should be carried out in accordance with clause 2.18.
Production of concrete works at negative air temperatures
2.53. These rules shall be complied with during the period of concrete work with the expected average daily outdoor temperature below 5°C and the minimum daily temperature below 0°C.
2.54. The preparation of the concrete mixture should be carried out in heated concrete mixing plants, using heated water, thawed or heated aggregates, ensuring that the concrete mixture is obtained with a temperature not lower than that required by the calculation. It is allowed to use unheated dry aggregates that do not contain frost on grains and frozen clods. At the same time, the duration of mixing the concrete mixture should be increased by at least 25% compared to summer conditions.
2.55. Methods and means of transportation should ensure that the temperature of the concrete mixture does not drop below the required one by calculation.
2.56. The condition of the base on which the concrete mixture is laid, as well as the temperature of the base and the method of laying, must exclude the possibility of freezing of the mixture in the zone of contact with the base. When curing concrete in a structure by the thermos method, when preheating the concrete mixture, as well as when using concrete with antifreeze additives, it is allowed to lay the mixture on an unheated, non-porous base or old concrete, if, according to the calculation, in the contact zone during the estimated period of curing the concrete does not freeze. At air temperatures below minus 10°C, concreting of densely reinforced structures with reinforcement with a diameter of more than 24 mm, reinforcement made of rigid rolled profiles or with large metal embedded parts should be carried out with preliminary heating of the metal to a positive temperature or local vibration of the mixture in the reinforcement and formwork areas, with the exception of cases of laying preheated concrete mixtures (at a mixture temperature above 45°C). The duration of vibrating the concrete mixture should be increased by at least 25% compared to summer conditions.
2.57. When concreting elements of frame and frame structures in structures with rigid coupling of nodes (supports), the need for gaps in the spans, depending on the heat treatment temperature, taking into account the resulting thermal stresses, should be agreed with the design organization. Unformed surfaces of structures should be covered with vapor and heat insulating materials immediately after concreting.
Reinforcement outlets of concreted structures must be covered or insulated to a height (length) of at least 0.5 m.
2.58. Before laying the concrete (mortar) mixture, the surfaces of the cavities of the joints of prefabricated reinforced concrete elements must be cleared of snow and ice.
2.59. Concreting of structures on permafrost soils should be carried out in accordance with SNiP II-18-76.
Acceleration of concrete hardening when concreting monolithic bored piles and embedding bored piles should be achieved by introducing complex antifreeze additives into the concrete mixture that do not reduce the freezing strength of concrete with permafrost soil.
2.60. The choice of concrete curing method for winter concreting of monolithic structures should be made in accordance with the recommended Appendix 9.
2.61. The control of the strength of concrete should be carried out, as a rule, by testing samples made at the place of laying the concrete mixture. Samples stored in frost should be kept for 2-4 hours at a temperature of 15-20°C before testing.
It is allowed to control the strength by the temperature of the concrete during its curing.
2.62. Requirements for the performance of work at negative air temperatures are established in Table 6
Table 6
┌────────────────────────────────────────┬───────────────┬──────────────┐
│ │ │ Control │
│ Parameter │ Value │ (method, volume, │
│ │ parameter │type of register- │
│ │ │ tsii) │
├────────────────────────────────────────┼───────────────┼──────────────┤
│1. The strength of concrete monolithic and prefabricated-│ │Measuring │
│ monolithic structures by the time for-│ │on │
│ freezing: │ │GOST 18105-86,│
│ for concrete without anti-frost do-│ │ work log │
│ bonus: │ │ │
│ structures in operation│ Not less than │ │
│ inside buildings, foundations under │ 5 MPa │ │
│ equipment not exposed to│ │ │
│ dynamic influences, sub-│ │ │
│ earth structures │ │ │
│ │ │ │
│ structures subjected to at-│ Not less, % │ │
│ atmospheric impacts in pro-│ design │ │
│ during operation, for class: │ strength: │ │
│ B7.5 - B10 │ 50 │ │
│ B12.5 - B25 │ 40 │ │
│ B30 and above │ 30 │ │
│ structures exposed to │ 70 │ │
│ the end of maintaining change-│ │ │
│ Nomu freezing and thawing-│ │ │
│ nii in a water-saturated state│ │ │
│ or located in the zone season-│ │ │
│ thaw of permafrost │ │ │
│ soils subject to introduction into │ │ │
│ air-entraining concrete or │ │ │
│ gas-forming surfactants │ │ │
│ in prestressed structures │ 80 │ │
│ │ │ │
│ for concrete with antifreeze additives-│ By the time │ │
│ kami │ cooling │ │
│ │ concrete to dark-│ │
│ │ peratury, on │ │
│ │ which race-│ │
│ │ read co-│ │
│ │ personality before-│ │
│ │ bavok, not me-│ │
│ │ her 20% pro-│ │
│ │ project other-│ │
│ │ news │ │
│ │ │ │
│2. Loading structures calculated on- │Not less than │ - │
│ loading is allowed after reaching │100% project- │ │
│ strength concrete │noy │ │
│ │ │ │
│3. Temperature of water and concrete mixture on │ │ Meter- │
│ exit from the mixer, cooked: │ │ ny, 2 times a│
│ on Portland cement, Portland slag - │ Water no more than │ shift, magazine │
│ cement, pozzolanic Portlander - │70 ° С, │ works │
│ mente grades below M600 │ mixtures no more than │ │
│ │35°С │ │
│ on fast-hardening Portland cement - │ Water no more │ │
│ those and Portland cement grades M600 and │60 ° С, │ │
│ above │mixtures not more than│ │
│ │30°С │ │
│ │ │ │
│ on aluminous Portland cement │ Water no more than │ │
│ │40°С, │ │
│ │ mixes no more than │ │
│ │25°С │ │
│ │ │ │
│4. The temperature of the concrete mix laid│ │Measuring,│
│ into the formwork, to the beginning of curing or │ │ in places, op-│
│heat treatment: │ │limited │
│ with the thermos method │They are installed│PPR, magazine│
│ │calculation, but not │works │
│ │below 5°C │ │
│ with antifreeze additives │Not less than │ │
│ │5°С │ │
│ │higher temperature-│ │
│ │ry freezing│ │
│ │ shutter-│ │ solution
│ │ rhenium │ │
│ during heat treatment │Not lower than 0°С │ │
│ │ │ │
│5. Temperature during aging process │Determined │When thermal
│ and heat treatment for concrete on: │ calculation, but │ work - │
│ │not higher, °С: │every│
│ Portland cement │ 80 │2 h per period │
│ slag portland cement │ 90 │ rise in tempo-│
│ │ │atura or in │
│ │ │ the first day. │
│ │ │Following-│
│ │ │ for three days│
│ │ │and without heat treatment
│ │ │ work - not │
│ │ │ less than 2 times in │
│ │ │shift. In os-│
│ │ │real time│
│ │ │ holding -│
│ │ │once in │
│ │ │day │
│ │ │ │
│6. Temperature rise rate at heat-│ │Measuring,│
│ final processing of concrete: │ │ every 2│
│ for structures with a module on top - │ No more than, ° С / h: │ h, log ra - │
│ news: │ │bot │
│ to 4 │ 5 │ │
│ 5 to 10 │ 10 │ │
│ St. 10 │ 15 │ │
│ for joints │ 20 │ │
│ │ │ │
│7. The rate of cooling of concrete at the end - │ │ Measuring, │
│ heat treatment research institute for design │ │ work log │
│ tions with surface modulus: │ │ │
│ to 4 │ To be determined │ │
│ │ settlement │ │
│ from 5 to 10 │ Not more than 5°С/h│ │
│ │ │ │
│ St. 10 │ Not more than │ │
│ │ 10°С/h │ │
│ │ │ │
│8. Temperature difference of outer layers│ │ Same │
│concrete and air during demoulding with coefficient-│ │ │
│reinforcement factor up to 1%, up to 3% and │ │ │
│more than 3% should be respectively for │ │ │
│structures with surface modulus: │ │ │
│ │ │ │
│ from 2 to 5 │No more than 20,│ │
│ │30, 40°С │ │
│ St. 5 │No more than 30,│ │
│ │40, 50°С │ │
└────────────────────────────────────────┴───────────────┴──────────────┘
Production of concrete works at air temperature above 25°С
2.63. In the production of concrete work at an air temperature above 25 ° C and a relative humidity of less than 50%, fast-hardening Portland cements should be used, the grade of which should exceed the grade strength of concrete by at least 1.5 times. For concrete of class B22.5 and above, it is allowed to use cements whose grade exceeds the grade strength of concrete by less than 1.5 times, provided that plasticized Portland cements are used or plasticizing additives are introduced.
It is not allowed to use pozzolanic Portland cement, slag Portland cement below M400 and aluminous cement for concreting above-ground structures, except as provided by the project. Cements should not have a false setting, have a temperature above 50 ° C, the normal density of the cement paste should not exceed 27%.
2.64. The temperature of the concrete mixture when concreting structures with a surface modulus of more than 3 should not exceed 30-35°C, and for massive structures with a surface modulus of less than 3-20°C.
2.65. If cracks appear on the surface of the laid concrete due to plastic shrinkage, its repeated surface vibration is allowed no later than 0.5-1 hour after the end of its laying.
2.66. Care of freshly laid concrete should begin immediately after the concrete mix has been laid and be carried out until, as a rule, 70% of the design strength is reached, and with appropriate justification - 50%.
Freshly placed concrete must be protected from dehydration during the initial care period.
When the concrete reaches a strength of 0.5 MPa, the subsequent care of it should consist in ensuring the wet state of the surface by installing a moisture-absorbing coating and moistening it, keeping open surfaces of concrete under a layer of water, and continuously spraying moisture over the surface of structures. At the same time, periodic watering of open surfaces of hardening concrete and reinforced concrete structures with water is not allowed.
2.67. To intensify the hardening of concrete, solar radiation should be used by covering the structures with a rolled or sheet translucent moisture-proof material, coating them with film-forming compounds, or laying a concrete mixture with a temperature of 50-60 ° C.
2.68. In order to avoid the possible occurrence of a thermally stressed state in monolithic structures under direct exposure to sunlight, freshly laid concrete should be protected with self-destructive polymer foams, inventory thermal and moisture insulation coatings, a polymer film with a reflection coefficient of more than 50% or any other thermal insulation material.
Special concreting methods
2.69. Based on the specific engineering-geological and production conditions, in accordance with the project, the following special concreting methods are allowed:
vertically movable pipe (VPT);
ascending solution (VR);
injection;
vibro-injection;
laying the concrete mixture with bunkers;
ramming the concrete mix;
pressure concreting;
rolling of concrete mixtures;
cementing by drilling mixing method.
2.70. The VPT method should be used in the construction of buried structures with a depth of 1.5 m or more; at the same time, concrete of design class up to B25 is used.
2.71. Concreting by the VR method with pouring a large stone overlay with a cement-sand mortar should be used when laying concrete under water at a depth of up to 20 m to obtain concrete strength corresponding to the strength of rubble masonry.
The VR method with pouring a crushed stone outline with a cement-sand mortar can be used at depths of up to 20 m for the construction of structures made of concrete of class up to B25.
With a concreting depth of 20 to 50 m, as well as during repair work to strengthen structures and restoration construction, pouring crushed stone aggregate with cement mortar without sand should be used.
2.72. Injection and vibro-injection methods should be used for concreting underground structures, predominantly thin-walled, of class B25 concrete on aggregate with a maximum fraction of 10-20 mm.
2.73. The method of laying the concrete mixture with bunkers should be used when concreting structures made of class B20 concrete at a depth of more than 20 m.
2.74. Concreting by ramming the concrete mixture should be used at a depth of less than 1.5 m for structures of large areas, concreted to a mark located above the water level, with a concrete class up to B25.
2.75. Pressure concreting by continuous injection of a concrete mixture at excessive pressure should be used in the construction of underground structures in flooded soils and difficult hydrogeological conditions, when constructing underwater structures at a depth of more than 10 m and in the construction of critical heavily reinforced structures, as well as with increased requirements for the quality of concrete.
2.76. Concreting by rolling a low-cement rigid concrete mixture should be used for the construction of flat extended structures made of concrete of class up to B20. The thickness of the rolled layer should be taken within 20-50 cm.
2.77. For the installation of cement-soil structures of the zero cycle at a laying depth of up to 0.5 m, it is allowed to use the drilling mixing technology of concreting by mixing the estimated amount of cement, soil and water in the well using drilling equipment.
2.78. When underwater (including under clay mortar) concreting, it is necessary to provide:
isolation of the concrete mixture from water during its transportation under water and laying in a concrete structure;
the density of the formwork (or other fence);
continuity of concreting within the element (block, grip);
control over the condition of the formwork (fencing) in the process of laying the concrete mixture (if necessary, by divers or with the help of underwater television installations).
2.79. The terms for stripping and loading underwater concrete and reinforced concrete structures should be established based on the results of testing control samples hardened under conditions similar to the conditions for hardening concrete in the structure.
2.80. Concreting by the VPT method after an emergency break is allowed to be resumed only if:
achievement by concrete in the shell of a strength of 2.0-2.5 MPa;
removal of sludge and weak concrete from the surface of underwater concrete;
ensuring reliable connection of newly laid concrete with hardened concrete (straps, anchors, etc.).
When concreting under clay mortar, breaks lasting longer than the setting time of the concrete mixture are not allowed; if the specified limit is exceeded, the structure should be considered defective and not subject to repair using the VPT method.
2.81. When supplying the concrete mixture under water by hoppers, it is not allowed to freely dump the mixture through a layer of water, as well as leveling the laid concrete by horizontal movement of the hopper.
2.82. When concreting by ramming the concrete mixture from the island, it is necessary to ram the newly arriving portions of the concrete mixture no closer than 200-300 mm from the water's edge, preventing the mixture from flowing over the slope into the water.
The above-water surface of the laid concrete mixture for the time of setting and hardening must be protected from erosion and mechanical damage.
2.83. When constructing structures of the "wall in the ground" type, concreting of trenches should be carried out in sections no longer than 6 m using inventory intersection dividers.
If there is a clay solution in the trench, the concreting of the section is carried out no later than 6 hours after pouring the solution into the trench; otherwise, the slurry should be replaced with the simultaneous production of sludge that has settled to the bottom of the trench.
Table 7
│ │ │ Control │
│ Parameter │ Parameter value │ (method, volume, │
│ │ │ type of registration) │
│1. Mobility of concrete│ │Measuring line│
│ mixtures with the beta method │ │GOST 10181.1-81│
│ nirovaniya: │ │ (by batch), journaling-│
│ VPT without vibration │ 16-20 cm │ cash of work │
│ VAC with vibration │ 6-10 "│ │
│ pressure │ 14-24 "│ │
│ stacking bunkers │ 1-5 "│ │
│ tamping │ 5-7 "│ │
│ │ │ │
│2. Solutions for concrete-│ │The same, according to GOST│
│ by the BP method: │ │5802-86 (per batch-│
│ mobility │ 12-15 cm according to the reference │ but), work log │
│ │ cone │ │
│ water separation │ No more than 2.5% │ │
│ │ │ │
│3. Deepening of the pipeline-│ │Measuring, │
│ yes into the concrete mixture at │ │ constant │
│ concreting method: │ │ │
│ all underwater, except │ Not less than 0.8 m and not │ │
│ pressure head │more than 2 m │ │
│ pressure head │Not less than 0.8 m. Maxi-│ │
│ │small penetration at-│ │
│ │accepted depending on│ │
│ │on pressure value│ │
│ │pressure equipment-│ │
│ │vania │ │
The reinforcing cage before immersion in the clay solution should be moistened with water. The duration of immersion from the moment the reinforcing cage is lowered into the clay solution until the start of concreting the section should not exceed 4 hours.
The distance from the concrete pipe to the intersection separator should be taken no more than 1.5 m with a wall thickness of up to 40 cm and no more than 3 m with a wall thickness of more than 40 cm.
2.84. Requirements for concrete mixtures when laying them by special methods are given in Table 7.
Cutting expansion joints, technological grooves, openings, holes and surface treatment of monolithic structures
2.85. The tool for machining should be selected depending on the physical and mechanical properties of the processed concrete and reinforced concrete, taking into account the requirements for the quality of processing by the current GOST for diamond tools, and the recommended Appendix 10.
2.86. Cooling of the tool should be provided with water under pressure of 0.15-0.2 MPa, to reduce the energy intensity of processing - with solutions of surfactants with a concentration of 0.01-1%.
2.87. Requirements for the modes of mechanical processing of concrete and reinforced concrete are given in Table 8.
Table 8
┌──────────────────────────┬────────────────────────┬───────────────────┐
│ │ │ Control │
│ Parameter │ Parameter value │ (method, volume, │
│ │ │ type of registration)│
├──────────────────────────┼────────────────────────┼───────────────────┤
│1. The strength of concrete and the same - │ Not less than 50% of the design │ Measuring according to │
│ reinforced concrete during processing - │ │ GOST 18105-86 │
│ ke │ │ │
│ │ │ │
│2. Peripheral speed cut-│ │ Measuring, 2 │
│ working tool at │ │ times per shift │
│ concrete processing and the same-│ │ │
│ reinforced concrete, m/s: │ │ │
│ cutting │ 40-80 │ │
│ drilling │ 1-7 │ │
│ milling │ 35-80 │ │
│ grinding │ 25-45 │ │
│ │ │ │
│3. Coolant flow rate-│ │ Measuring, 2 │
│ bones per 1 cm3 area│ │ times per shift │
│ cutting surface in-│ │ │
│ tool, m3/s, at: │ │ │
│ cutting │ 0.5-1.2 │ │
│ drilling │ 0.3-0.8 │ │
│ milling │ 1-1.5 │ │
│ grinding │ 1-2.0 │ │
└──────────────────────────┴────────────────────────┴───────────────────┘
Seam cementation. Shotcrete and sprayed concrete works
2.88. For cementation of shrinkage, temperature, expansion and structural joints, Portland cement should be used not lower than M400. When grouting joints with an opening of less than 0.5 mm, plasticized cement mortars are used. Prior to the start of grouting work, the joint is flushed and hydraulically tested to determine its throughput capacity and tightness of the map (joint).
2.89. The surface temperature of the joint during cementation of the concrete mass must be positive. For grouting joints at negative temperatures, solutions with antifreeze additives should be used. Cementation should be carried out before the water level rises in front of the hydraulic structure after the main part of the temperature-shrinkage deformations is attenuated.
2.90. The quality of cementation of the joints is checked: by examining the concrete by drilling control holes and hydraulic testing them and cores taken from the intersections of the joints; measurement of water filtration through the seams; ultrasonic testing.
2.91. Aggregates for shotcrete and sprayed concrete devices must meet the requirements of GOST 10268-80.
The size of the aggregates should not exceed half the thickness of each shotcrete layer and half the mesh size of the reinforcing meshes.
2.92. The surface to be shotcrete must be cleaned, blown with compressed air and flushed with a high-pressure water jet. It is not allowed to sag in height more than 1/2 of the thickness of the shotcrete layer. The fittings to be installed must be cleaned and secured against displacement and vibrations.
2.93. Gunning is carried out in one or several layers 3-5 mm thick on an unreinforced or reinforced surface according to the project.
2.94. When erecting critical structures, control samples should be cut from specially shotcrete slabs with a size of at least 50 x 50 cm or from structures. For other structures, quality control and evaluation are carried out by non-destructive methods.
Reinforcing works
2.95. Reinforcing steel (bar, wire) and rolled sections, reinforcing products and embedded elements must comply with the project and the requirements of the relevant standards. The division of spatial large-sized reinforcing products, as well as the replacement of the reinforcing steel provided for by the project, must be agreed with the customer and the design organization.
2.96. Transportation and storage of reinforcing steel should be carried out in accordance with GOST 7566-81.
2.97. Procurement of bars to measure length from bar and wire reinforcement and the manufacture of non-tensioned reinforcing products should be carried out in accordance with the requirements of SNiP 3.09.01-85, and the manufacture of load-bearing reinforcing cages from bars with a diameter of more than 32 mm of rolled profiles - in accordance with Section 8.
2.98. The manufacture of spatial large-sized reinforcing products should be carried out in assembly jigs.
2.99. Preparation (cutting, welding, formation of anchor devices), installation and tension of prestressing reinforcement should be carried out according to the project in accordance with SNiP 3.09.01-85.
2.100. Installation of reinforcing structures should be carried out mainly from large-sized blocks or unified prefabricated meshes, ensuring that the protective layer is fixed in accordance with Table 9.
2.101. Installation of pedestrian, transport or mounting devices on reinforcing structures should be carried out in accordance with the PPR, in agreement with the design organization.
2.102. Non-welding connections of rods should be made:
butt - overlap or crimp sleeves and screw couplings to ensure equal strength of the joint;
cruciform - viscous annealed wire. It is allowed to use special connecting elements (plastic and wire clamps).
2.103. Butt and cruciform welded joints should be made according to the project in accordance with GOST 14098-85.
2.104. When installing reinforcing structures, the requirements of Table 9 should be observed.
Table 9
┌───────────────────────────────────────┬──────────────┬────────────────┐
│ │ │ Control │
│ Parameter │ Value │ (method, volume, │
│ │parameter, mm │type of registration)│
├───────────────────────────────────────┼──────────────┼────────────────┤
│1. Deviation in the distance between from-│ │ Technical OS-│
│ separately installed working ster-│ │ motor of all elements
│ harvest for: │ │ cops, magazine │
│ columns and beams │ +-10 │ works │
│ slabs and foundation walls │ +-20 │ │
│ massive structures │ +-30 │ │
│ │ │ │
│2. Deviation in row spacing│ │ Same │
│ fittings for: │ │ │
│ slabs and beams up to 1 m thick │ +-10 │ │
│ structures over 1 m thick │ +-20 │ │
│ │ │ │
│3. Deviation from the design thickness for-│ │ "│
│ shield layer of concrete should not be exceeded-│ │ │
│ shat: │ │ │
│ with protective layer thickness up to │ │ │
│ 15 mm and linear dimensions cross-│ │ │
│ of the construction section, mm: │ │ │
│ up to 100 │ +4 │ │
│ from 101 to 200 │ +5 │ │
│ with protective layer thickness from 16│ │ │
│ up to 20 mm incl. and linear sizes-│ │ │
│ rax of the cross section of the constructive │ │ │
│ tions, mm: │ │ │
│ up to 100 │ +4; -3 │ │
│ from 101 to 200 │ +8; -3 │ │
│ " 201 " 300 │ +10; -3 │ │
│ St. 300 │ +15; -5 │ │
│ with a protective layer thickness over 20│ │ │
│ mm and linear dimensions of the transverse │ │ │
│ sections of structures, mm: │ │ │
│ up to 100 │ +4; -5 │ │
│ from 101 to 200 │ +8; -5 │ │
│ " 201 " 300 │ +10; -5 │ │
│ St. 300 │ +15; -5 │ │
└───────────────────────────────────────┴──────────────┴────────────────┘
Formwork
Acceptance of concrete and reinforced concrete structures or parts of structures
2.111. When accepting finished concrete and reinforced concrete structures or parts of structures, the following should be checked:
compliance of structures with working drawings;
the quality of concrete in terms of strength, and, if necessary, frost resistance, water resistance and other indicators specified in the project;
the quality of the materials used in the construction, semi-finished products and products.
2.112. Acceptance of finished concrete and reinforced concrete structures or parts of structures should be formalized in the prescribed manner by an act of inspection of hidden works or an act of acceptance of critical structures.
2.113. The requirements for finished concrete and reinforced concrete structures or parts of structures are given in Table 11.
Table 11
┌────────────────────────────────────────┬────────────┬─────────────────┐
│ Parameter │Limit │Control (method, │
│ │ deviations │ volume, type │
│ │ │registration) │
├────────────────────────────────────────┼────────────┼─────────────────┤
│1. Deviation of lines of planes crossing-│ │ │
│ niya from the vertical or design nak-│ │ │
│ bosom to the full height of structures for: │ │ │
│ foundations │ 20 mm │ Measuring, │
│ walls and columns supporting mono-│ 15 mm │ each constructive │
│ cast coatings and ceilings │ │ active element, │
│ │ │Journal of Works │
│ walls and columns supporting │ 10 mm │ The same │
│ prefabricated beam structures │ │ │
│ walls of buildings and structures, build-│ 1/500 │ Measuring, │
│ washed in a sliding formwork, with - │ height │ of all walls and lines │
│ the absence of intermediate floors │ construction- │their intersections,│
│ │ niya, but not │ work log │
│ │ more │ │
│ │ 100 mm │ │
│ walls of buildings and structures, build-│ 1/1000 │ The same │
│ wash in a sliding formwork, at-│ height │ │
│ the presence of intermediate floors │ construction │ │
│ │ nia, but not │ │
│ │ more │ │
│ │ 50 mm │ │
│ │ │ │
│2. Deviation of horizontal planes│ 20 mm │Measuring, not│
│ for the entire length of the verified section │ │less than 5 measurements│
│ │ │ for every 50-100│
│ │ │m, work log │
│ │ │ │
│ │ │ │
│3. Local irregularities of the concrete surface │ 5 mm │ The same │
│ when checking with a two-meter rail, │ │ │
│ except for supporting surfaces │ │ │
│ │ │ │
│4. Length or span of elements │ +-20 mm │Measuring, │
│ │ │each element,│
│ │ │Journal of Works │
│ │ │ │
│5. The size of the cross section of the elements │ +6 mm; │ Same │
│ │ -3 mm │ │
│ │ │ │
│6. Marks of surfaces and mortgages from -│ -5 mm │ Measuring, │
│ parts serving as supports for steel │ │ each support │
│ or precast concrete columns and │ │element, perform-│
│ other prefabricated elements │ │ body scheme │
│ │ │ │
│7. The slope of the supporting surfaces of the foundation is │ 0.0007 │ The same, each │
│ goods when supporting steel columns without │ │ foundation, used-│
│ gravy │ │ thread pattern │
│ │ │ │
│8. Location of anchor bolts: │ │ │
│ in the plan inside the contour of the support │ 5 mm │ The same, each │
│ "outside" " │ 10 mm │ foundation │
│ in height │ +20 mm │ bolt, perform-│
│ │ │ body scheme │
│ │ │ │
│9. Difference of height marks at the joint│ 3 mm │ Same, each│
│ two adjacent surfaces │ │ joint, perform-│
│ │ │ body scheme │
└────────────────────────────────────────┴────────────┴─────────────────┘
