(approved by the Resolution of the Gosstroy of the USSR of 05.16.91 N 21)

Edition of 05.16.1991 - Document is not valid

  STATE STANDARD OF THE USSR

CONCRETE HEAVY AND FINE
SPECIFICATIONS

Non-weight-and-sand concretes.
Specifications

GOST 26633-91

Date of introduction 1992-01-01

  INFORMATION DATA

1. DEVELOPED AND INTRODUCED by the Research, Design and Technological Institute of Concrete and Reinforced Concrete (NIIIZhB) Gosstroy of the USSR

DEVELOPERS

THEM. Drobyashchenko, Cand. tech. sciences (head of the topic); M.I. Brusser Cand. tech. sciences; R.L. Serykh, Dr. tech. sciences; Yu.S. Volkov, Cand. tech. sciences; V.R. Falikman, Cand. Chem. sciences; V.F. Stepanova, Cand. tech. sciences; F.M. Ivanov, Dr. tech. sciences; M.M. Kapkin, Cand. tech. sciences; M.L. Nisnevich, Dr. tech. sciences; N.S. Levkova, Cand. tech. sciences; V.G Dovzhik, Ph.D. tech. sciences; E.A. Antonov, Cand. tech. sciences; A.M. Shaynin, Cand. tech. sciences; V.A. Dorf Cand. tech. sciences; T.A. Recluse; S.P. Abramova; I.N. Upland

2. APPROVED AND INTRODUCED BY THE RESOLUTION of the USSR State Construction Committee of 05.16.91 N 21

3. The standard complies with international standards ISO 3893-78 and ST SEV 1406-78

4. REPLACEMENT of GOST 10268-80 and GOST 26633-85

5. REFERENCE NORMATIVE-TECHNICAL DOCUMENTS

6. REPUBLICATION.

This standard applies to structural heavy and fine-grained concrete (hereinafter - concrete) used in all types of construction.

  1. Technical requirements

1.1. The requirements of this standard should be observed when developing new and revising existing standards and specifications, design and technological documentation for prefabricated concrete and reinforced concrete products and prefabricated structures, monolithic and precast monolithic structures (hereinafter referred to as constructions).

1.2. Concretes should be made in accordance with the requirements of this standard according to design and technological documentation for specific types of structures approved in the established manner.

1.3. Specifications

1.3.1. Concrete requirements are established in accordance with GOST 25192 and international standards ISO 3893, ST SEV 1406.

1.3.2. The strength of concrete at the design age is characterized by classes of compressive strength, axial tension, and bending tensile strength.

The following classes are established for concrete:

compressive strength: B3.5; AT 5; B7.5; AT 10; B12.5; B15; IN 20; B25; B30; B35; B40; B45; B50; B55; B60; B65; B70; B75; B80

Note. It is allowed to use concrete of intermediate classes in compressive strength B22.5 and B27.5;

axial tensile strength: B (t) 0.4; B (t) 0.8; B (t) 1.2; B (t) 1.6; B (t) 2.0; B (t) 2.4; B (t) 2.8; B (t) 3.2; B (t) 3.6; B (t) 4.0;

bending tensile strength: B (tb) 0.4; B (tb) 0.8; B (tb) 1.2; B (tb) 1.6; B (tb) 2.0; B (tb) 2.4; B (tb) 2.8; B (tb) 3.2; B (tb) 3.6; B (tb) 4.0; B (tb) 4.4; B (tb) 4.8; B (tb) 5.2; B (tb) 5.6; B (tb) 6.0; B (tb) 6.4; B (tb) 6.8; B (tb) 7.2; B (tb) 8.0.

Notes:

1. For concrete structures designed before the commissioning of ST SEV 1406 (when standardizing strength by grade), the following grades are installed:

compressive strength: M50; M75; M100; M150; M200; M250; M300; M350; M400; M450; M500; M550; M600; M700; M800; M900; M1000;

axial tensile strength: P (t) 5; P (t) 10; P (t) 15; P (t) 20; P (t) 25; P (t) 30; P (t) 35; P (t) 40; P (t) 45; P (t) 50;

bending tensile strength: P (tb) 5; P (tb) 10; P (tb) 15; P (tb) 20; P (tb) 25; P (tb) 30; P (tb) 35; P (tb) 40; P (tb) 45; P (tb) 50; P (tb) 55; P (tb) 60; P (tb) 65; P (tb) 70; P (tb) 75; P (tb) 80; P (tb) 85; P (tb) 90; P (tb) 100.

The ratio between classes and grades of concrete in terms of tensile and compression strength with a standard coefficient of variation of 13.5%, and for massive hydraulic structures - 17%, is given in Appendix 1.

1.3.3. For concrete structures subjected to alternate freezing and thawing during operation, the following concrete grades for frost resistance are prescribed: F50; F75; F100; F150; F200; F300; F400; F500; F600 F800; F1000.

1.3.4. For concrete structures, which are subject to the requirements of restrictions on permeability or increased density and corrosion resistance, designate brands for water resistance. The following waterproof brands are installed: W2; W4; W6; W8; W10; W12; W14; W16; W18; W20.

1.3.5. Classes of concrete for strength, grades for frost resistance and water resistance of concrete in structures of specific types are set in accordance with design standards and are specified in standards, specifications and in the design documentation for these structures.

1.3.6. Depending on the working conditions of concrete, in the standards or technical conditions and working drawings of concrete and reinforced concrete structures, additional requirements for the quality of concrete, stipulated by GOST 4.212, should be established.

1.3.7. Technical requirements for concrete established in paragraphs. 1.3.1.-1.3.6 must be provided by the manufacturer of the structure at the design age, which is indicated in the design documentation for these structures and assigned in accordance with the design standards, depending on the conditions of concrete hardening, construction methods and the actual loading of these structures. If the design age is not specified, technical requirements for concrete should be provided at the age of 28 days.

1.3.8. Concrete used for housing construction, according to the specific activity of natural radionuclides, must comply with the requirements of Clause 1.4 of the Basic Sanitary Rules OSP-72/87, approved by the USSR Ministry of Health.

1.4. Concrete Mixing Requirements

1.4.1. The quality of concrete mixtures and the technology of their preparation should ensure the production of concrete structures that meet the requirements for all standardized quality indicators.

1.4.2. The composition of concrete is selected according to GOST 27006.

When choosing materials for the selection of concrete composition, a radiation-hygienic assessment of these materials should be made.

The required values \u200b\u200bof water-cement ratio and the amount of air involved in concrete mixtures are set for individual types of concrete, depending on the working conditions of the structures.

Preparation and transportation of concrete mixtures is carried out in accordance with the requirements of GOST 7473.

1.4.3. For road and airfield single-layer and upper layers of two-layer coatings, the water-cement ratio in the concrete mix should be no more than 0.50, and for the lower layer of two-layer coatings - no more than 0.60.

1.4.4. For road and airfield coatings, the volume of entrained air in the concrete mixture should correspond to that indicated in Table. 1.

Table 1

1.4.5. For hydraulic structures with normalized frost resistance F200 and higher, operated in conditions of saturation with sea or mineralized water, the amount of air involved in the concrete mixture must correspond to that indicated in table. 2.

1.4.6. The volume of air involved in concrete mixtures for concrete bridges with normalized frost resistance is taken according to the standards and technical conditions for concrete structures of a particular type; it should not exceed,%:

table 2

2-5 - for bridge concrete and reinforced concrete structures;

5-6 - for covering the carriageway of bridges.

1.4.7. The minimum consumption of cements in accordance with GOST 10178 and GOST 22266 is taken in accordance with table. 3 depending on the type of structures and their operating conditions.

Table 3

Notes:

1. It is allowed to manufacture reinforced concrete with cement consumption less than the minimum allowable subject to preliminary verification of the protective properties of concrete in relation to steel reinforcement.

2. The minimum consumption of cement of other types is established on the basis of the evaluation of the protective properties of concrete on these cements in relation to steel reinforcement.

3. The minimum consumption of cement for concrete structures operating in aggressive environments is determined taking into account the requirements of SNiP 2.03.11.

1.5. Binder Requirements

1.5.1. As cementitious materials, Portland cement and slag Portland cement according to GOST 10178, sulfate-resistant and pozzolanic cements according to GOST 22266 and other cements according to standards and technical conditions in accordance with their application for specific types of constructions should be used.

1.5.2. The type and brand of cement should be selected in accordance with the purpose of the structures and the conditions of their operation, the required class of concrete for strength, grades for frost resistance and water resistance, the value of tempering or transfer strength of concrete for prefabricated structures based on the requirements of standards, technical conditions or design documentation for these structures taking into account the requirements of GOST 23464, as well as the impact of harmful impurities in aggregates on concrete (see Appendix 2).

The use of pozzolanic cements for the production of precast concrete structures without a feasibility study is not allowed.

1.5.3. For the production of prefabricated structures subjected to heat treatment, cements of efficiency groups I and II should be used when steaming according to GOST 22236. The use of cements of group III is allowed in coordination with specialized research institutes, a feasibility study and the consent of the consumer.

1.5.4. For concrete of road and airfield coatings, chimneys and ventilation pipes, fan and tower cooling towers, high voltage power transmission towers, reinforced concrete pressure and pressureless pipes, concrete sleepers, bridge structures, support pillars, piles for permafrost soils, Portland cement based on clinker with normalized mineralogical should be used composition according to GOST 10178.

For concrete road foundations, the use of slag Portland cement in accordance with GOST 10178 is allowed.

1.5.5. To improve the quality and cost-effectiveness of concrete, the additives given in Appendix 4 should be added to the concrete mix.

The types and volume (mass) of added additives are specified empirically, depending on the type and quality of the starting materials used for the preparation of the concrete mixture, and the hardening regimes.

1.6. Placeholder Requirements

1.6.1. Crushed stone from natural stone in accordance with GOST 8267, crushed stone from gravel in accordance with GOST 10260, crushed stone from simultaneously produced rocks and waste from mining plants in accordance with GOST 23254, gravel in accordance with GOST 8268, as well as crushed stone from slag of thermal power plants in accordance with GOST 26644, as large aggregates for heavy concrete. .

As small aggregates for concrete, natural sand and sand from crushing screenings and their mixtures that meet the requirements of GOST 8736, as well as ash and slag mixtures according to GOST 25592, are used.

1.6.2. If it is necessary to use aggregates with quality indicators below the requirements of state standards given in clause 1.6.1, as well as the requirements of this standard, they should first be tested in concrete in specialized centers to confirm the feasibility and technical and economic feasibility of obtaining concrete with normalized quality indicators.

1.6.3. Coarse aggregate, depending on the requirements for concrete, is selected according to the following indicators: grain composition and largest particle size, content of dusty and clay particles, harmful impurities, grain shape, strength, grain content of weak rocks, petrographic composition and radiation-hygienic characteristics. When selecting the composition of concrete, density, porosity, water absorption, and voidness are also taken into account. Large aggregates should have an average density of 2,000 to 2,800 kg / m3.

1.6.4. Coarse aggregate should be used as separately dosed fractions in the preparation of concrete mix. The largest aggregate size should be set in the standards, specifications or working drawings of concrete and reinforced concrete structures. The list of fractions, depending on the largest particle size of the aggregate grains is indicated in table. 4.

TABLE 4

Note. The use of aggregate fractions with grain sizes from 3 to 10 mm is allowed if sand with a particle size of not more than 2.5 is used as a fine aggregate.

It is allowed to use large aggregates in the form of a mixture of two adjacent fractions that meet the requirements of Table. 4.

1.6.5. The content of individual fractions in the coarse aggregate in the composition of concrete should correspond to that indicated in table. 5.

Table 5

1.6.6. The content of dusty and clay particles in crushed stone from igneous and metamorphic rocks, crushed stone from gravel and in gravel should not exceed 1% by mass for concrete of all classes.

1.6.7. The content of lamellar (flaky) and needle-shaped grains in a large aggregate should not exceed 35% by weight.

1.6.8. Mark of crushed stone from igneous rocks should not be lower than 800, crushed stone from metamorphic rocks - not lower than 600 and sedimentary rocks - not lower than 300, gravel and crushed stone from gravel - not lower than Др16.

Mark of crushed stone from natural stone should not be lower:

300 - for concrete of class B15 and below;

400 - "- -" - - "- B20;

600 - "- -" - - "- B22.5;

800 - "- -" - classes B25; B30;

1000 - "- -" - class B40;

1200 - "- -" - - "- B45 and above.

It is allowed to use crushed stone from sedimentary carbonate rocks of grade 400 for concrete of class B22.5 if the content of grains of weak rocks in it does not exceed 5%.

Grades of gravel and gravel from gravel should not be lower:

Dr16 - for concrete of class B22.5 and below;

Dr12 - "- -" - - "- B25;

Др8 - "- -" - - "- B30 and higher.

1.6.9. The content of grains of weak rocks in gravel from natural stone should not exceed,%, by weight:

5 - for concrete of classes B40 and B45;

10 - "- -" - - "- B20, B22.5, B25 and B30;

15 - for concrete of class B15 and below.

1.6.10. Frost resistance of large aggregates should not be lower than the rated concrete grade for frost resistance.

1.6.11. Fine aggregate for concrete is selected according to the grain composition, the content of dusty and clay particles, petrographic composition, and radiation-hygienic characteristics. When selecting the composition of concrete, density, water absorption (for sands from crushing screenings), voidness, and also the compressive strength of the original rock in water-saturated condition (for sand from crushing screenings) are taken into account.

Fine aggregates should have an average grain density of 2,000 to 2,800 kg / m3.

1.6.12. The grain composition of the fine aggregate must comply with the schedule (see drawing). In this case, only grains passing through a sieve with round holes with a diameter of 5 mm are taken into account.

If the grain composition of natural sands does not meet the requirements of the schedule, an enlarging additive should be applied to fine and very fine sands - sand from crushing screenings or coarse sand, and to coarse sand - an additive that reduces the coarse modulus - fine or very fine sand.

Subject to the requirements of clause 1.6.2 in class concrete for strength up to B30 or B (tb) 4.0 incl. it is allowed to use very fine sands with a particle size modulus of 1.0 to 1.5 with a grain content of less than 0.16 mm to 20% by mass and dusty and clay particles of not more than 3% by mass.

1.6.13. Types of harmful impurities and the nature of their possible effects on concrete are given in Appendix 2.

Permissible content of rocks and minerals classified as harmful impurities in aggregates:

amorphous varieties of silicon dioxide, soluble in alkalis (chalcedony, opal, flint, etc.) - not more than 50 mmol / l;

sulfur, sulfides, except pyrite (marcasite, pyrrhotite, etc.) and sulfates (gypsum, anhydrite, etc.) in terms of SO (3) - not more than 1.5% by weight for coarse aggregate and 1.0% by weight - for fine aggregate;

pyrite in terms of SO (3) - not more than 4% by weight;

layered silicates (mica, hydromica, chlorites, etc., which are rock-forming minerals) - not more than 15% by volume for coarse aggregate and 2% by mass for fine aggregate;

magnetite, iron hydroxides (goethite, etc.), apatite, nepheline, phosphorite, which are rock-forming minerals, each individually no more than 10%, and in total no more than 15% by volume;

halogens (halite, sylvin, etc.), including water-soluble chlorides, in terms of chlorine ion - not more than 0.1% by weight for coarse aggregate and 0.15% by mass for fine aggregate;

free asbestos fiber - not more than 0.25% by weight;

coal - not more than 1% by weight.

The sizes of the holes of the control sieves, mm

1 - lower boundary of the size of sand (particle size 1.5); 2 - the lower limit of the size of sand (particle size 2.0) for concrete class B15 and above; 3 - the lower limit of the size of sand (particle size 2.5) for concrete class B25 and above; 4-upper boundary of the size of the sand (modulus of fineness of 3.25).

1.6.14. Aggregates containing inclusions of harmful impurities in excess of the values \u200b\u200bgiven in clause 1.6.13, as well as zeolite, graphite and oil shale, can be used for concrete production only after testing in concrete in accordance with the requirements of clause 1.6.2.

1.6.15. To use crushed stone from sedimentary carbonate rocks of an afanite structure and igneous effusive rocks of a vitreous structure, gravel with a smooth surface for concrete of strength class B22.5 and gravel of any kind for concrete of strength class B30 and higher, they must be tested in concrete in accordance with p.1.6.2.

1.6.16. Additional requirements for aggregates for concrete structures of various types are set out in Appendix 3.

1.7. To reduce the consumption of cement and aggregates in the preparation of concrete mixtures, it is recommended to use fly ash, slag and ash and slag mixtures of TPPs that meet the requirements of GOST 25592, GOST 25818 and GOST 26644.

1.8. To regulate and improve the properties of concrete mix and concrete, reduce cement consumption and energy costs, chemical additives that meet the requirements of GOST 24211 should be used.

The list of additives is given in Appendix 4.

1.9. Concrete grades of frost resistance F200 and higher, as well as concrete grades of frost resistance F100 and higher for road and airfield coatings, hydraulic structures should be made with the mandatory use of air-entraining or gas-forming additives.

1.10. Concrete mixes of grades for workability P3-P5 for the production of precast concrete structures and products and grades for workability P4 and P5 for monolithic and precast monolithic structures must be prepared with the mandatory use of plasticizing additives.

1.11. Water for mixing concrete and preparing solutions of chemical additives must comply with the requirements of GOST 23732.

  2. Acceptance

2.1. The input control of materials (cement, aggregates, water, additives) used for the preparation of concrete mixtures of concrete, establish their compliance with the requirements of Sec. 1.

2.2. The quality of concrete for precast concrete and concrete structures is controlled when accepting structures in accordance with GOST 13015.1.

2.3. The acceptance of concrete in quality for monolithic structures is carried out in strength, and in terms of frost resistance, water resistance and other standard indicators established by the project, in accordance with the standards for the organization, production and acceptance of work.

2.4. Concrete for frost resistance, water tightness, average density, abrasion, water absorption is evaluated when selecting each new nominal concrete composition in accordance with GOST 27006, and then at least once every 6 months, as well as when changing the composition of concrete, production technology and quality of materials used.

Periodic tests in terms of the specific activity of natural radionuclides in concrete are carried out during the initial selection of the nominal composition of concrete, as well as when changing the quality of the materials used, when their specific activity of natural radionuclides in new materials exceeds the corresponding characteristics of the materials previously used.

If necessary, concrete is evaluated in terms of humidity, shrinkage deformation, creep, endurance, heat release, prismatic strength, elastic modulus, Poisson's ratio, protective properties of concrete in relation to reinforcement and other standardized parameters in accordance with the requirements of standards and technical conditions for concrete of concrete structures kind of.

2.5. The concrete mixture is taken according to GOST 7473.

2.6. The strength of concrete is monitored and evaluated according to GOST 18105.

  3. Control Methods

3.1. The compressive and tensile strength of concrete is determined according to GOST 10180 or GOST 28570, or GOST 22690, or GOST 17624, or GOST 22783.

3.2. The frost resistance of concrete is determined according to GOST 10060 or 26134, water resistance - according to GOST 12730.5.

3.3. Other concrete quality indicators listed in clause 2.3 are determined in accordance with the requirements established in the standards and specifications for concrete structures of specific types:

average density - according to GOST 12730.1;

humidity - according to GOST 12730.2;

water absorption - according to GOST 12730.3;

porosity indicators - according to GOST 12730.4;

abrasion - according to GOST 13087;

prismatic strength, elastic modulus and Poisson's ratio according to GOST 24452;

shrinkage and creep deformations - in accordance with GOST 24544;

endurance - according to GOST 24545;

heat release - in accordance with GOST 24316;

3.4. The quality of the concrete mixture is determined according to GOST 10181.0 - GOST 10181.4.

3.5. Checking the protective properties of concrete in relation to steel reinforcement - according to ST SEV 4421.

3.6. The specific activity of natural radionuclides contained in concrete materials and in concrete is determined in accordance with the methods approved by the USSR Ministry of Health.

3.7. The quality indicators of coarse aggregate for heavy concrete are determined according to GOST 8269, and fine aggregate for concrete according to GOST 8735.

3.8. The quality indicators of additives are checked according to GOST 24211, and water - according to GOST 23732.

Annex 1
Reference

  RATIO BETWEEN CONCRETE CLASSES FOR STRENGTH FOR COMPRESSION AND TENSION AND BRANDS

Table 6

<*>   The average concrete strength R was calculated with a coefficient of variation V of 13.5% and a security of 95% for all types of concrete, and for massive hydraulic structures with a coefficient of variation V of 17% and a security of 90%.

Appendix 2
Reference

  CHARACTER OF POSSIBLE EXPOSURE OF HARMFUL IMPURITIES TO CONCRETE

1. To include harmful impurities include inclusions of the following rocks and minerals: amorphous varieties of silicon dioxide (chalcedony, opal, flint, etc.), sulfates (gypsum, anhydride, etc.), layered silicates (mica, hydromica, chlorites, etc.), magnetite, iron hydroxides (goethite, etc.), apatite, nepheline, phosphorite, halides (lalite, sylvin and others), zeolites, asbestos, graphite, coal, oil shale.

2. Harmful impurities in concrete (in aggregates used for concrete production) can cause:

decrease in strength and durability of concrete;

deterioration of surface quality and internal corrosion of concrete;

corrosion of reinforcement in concrete.

3. The main harmful impurities that reduce the strength and durability of concrete: coal, graphite, oil shale; layered silicates (mica, hydromica, chlorites, etc.); zeolites, apatite, nepheline, phosphorite.

4. The main harmful impurities causing deterioration of the surface quality and internal corrosion of concrete:

amorphous varieties of silicon dioxide, soluble in alkalis (chalcedony, opal, flint, etc.), chlorite and some zeolites;

sulfur, sulfides (pyrite, marcasite, pyrrhotite, etc.);

sulfates (gypsum, anhydrite, etc.);

magnetite, iron hydroxides (goethite, etc.).

5. The main harmful impurities causing corrosion of reinforcement in concrete:

halogens (halite, sylvin, etc.), including water-soluble chlorides;

sulfur, sulfides and sulfates.

Appendix 3
Mandatory

  ADDITIONAL REQUIREMENTS FOR FILLERS FOR CONCRETE INTENDED FOR VARIOUS TYPES OF CONSTRUCTION

  1. Aggregates for concrete road and airfield coatings and substrates

1.1. With the largest aggregate grain size equal to 80 mm, it is allowed, upon agreement between the manufacturer and the consumer, to supply a mixture of fractions from 5 to 40 mm in size.

1.2. The content of dusty and clay particles in the crushed stone from sedimentary rocks should not exceed,% by weight:

2 - for single-layer and upper layer of two-layer road surfaces;

3 - for the lower layer of two-layer coatings and the bases of improved capital road coatings.

1.3. Grades of crushed stone, gravel and crushed stone from gravel should be not lower than those indicated in Table 6.

Table 6

1.4. Crushed stone and gravel, except grades of strength specified in table. 6, must have marks for wear in the shelf drum not lower than those indicated in Table 7.

Table 7

1.5. The content in large aggregates of grains of lamellar (flaky) and needle-shaped forms for concrete road and airfield single-layer and top layer of two-layer coatings should not exceed 25% by weight.

  2. Aggregates for concrete transport construction

2.1. The content of dusty and clay particles in the crushed stone from sedimentary rocks should not exceed the following values,%, by weight, for:

1 - concrete of bridge spans, bridge structures of a zone of variable water level, culverts, concrete sleepers, contact network supports, communication and automatic blocking lines, power transmission line supports;

2 - concrete monolithic supports of bridges and foundations of culverts located outside the level of the zone of variable water level.

2.2. The content in large aggregates of lamellar (flaky) and needle-shaped grains for concrete reinforced concrete sleepers, power transmission line supports, contact network, communication lines and auto-blocking should not exceed 25% by weight.

2.3. For concrete of bridge structures located in a zone of variable water level, bridge bridge structures, bridge culverts, and culverts, gravel 1000 and higher from igneous rocks, gravel 800 and higher from metamorphic and sedimentary rocks, gravel and gravel rubble should be used grades no lower than Dr8 - for concrete of class strength B30 and higher and Dr12 - for concrete of class strength up to B22.5 incl.

Aggregates, the strength of which when saturated with water decreases by more than 20% compared with their strength in the dry state, is not allowed to apply to concrete structures located in the zone of variable water level and underwater zone.

2.4. For concrete, reinforced concrete sleepers, crushed stone from igneous rocks of a grade not lower than 1200, metamorphic and sedimentary rocks of a grade not lower than 1000 and gravel from gravel of a grade not lower than Dr8 should be used.

2.5. The content of grains of weak rocks in crushed stone and gravel should not exceed 5% by weight for concrete structures of bridges located in the zone of variable water level, and concrete culverts under embankments.

2.6. The use of gravel is not allowed for concrete:

structures of bridges and culverts operating in areas with an average temperature of the coldest five days below minus 40 degrees C;

transport facilities with frost resistance mark F200 and higher;

endurance transport reinforced concrete structures.

2.7. The content in the fine aggregate of dusty and clay particles for concrete transport structures should not exceed,% by weight:

1 - for prestressed concrete spans used in areas with an average outdoor temperature of the coldest five days below minus 40 degrees C;

2 - for concrete spans and bridge structures operated in conditions of variable water level.

  3. Aggregates for concrete hydraulic structures

3.1. It is allowed to use crushed stone and gravel in the construction of massive hydraulic structures:

from 120 to 150 mm;

st. 150 mm inserted directly into the block when laying concrete mixture.

3.2. For concrete hydraulic structures, the content of dusty and clay particles in gravel, gravel from gravel and in gravel (regardless of the type of rock) should not exceed,%:

1 - for concrete zones of variable water level and surface zone;

2 - for the underwater and internal zones.

3.3. For concrete hydraulic structures operated in a zone of variable water level, the presence of clay in the form of separate lumps in a large aggregate is not allowed.

3.4. Grades of crushed stone from natural stone should not be lower than 600 for concrete of class in strength B15 and below, 800 for concrete of class in strength from B20 to B30 incl., 1200 for concrete of class in strength above B30.

Grades of gravel and gravel from crushed stone should not be lower than Др12 for concrete of strength class B15 and lower, Dr8 - for concrete of class strength B20 and higher.

3.5. For concrete of hydraulic structures requiring frost resistance, cavitation resistance, crushed stone from igneous rocks of grade no lower than 1000 should be used. The use of crushed stone from gravel or gravel of grade no lower than Dr8 is allowed after special studies, taking into account the working conditions of structures according to the requirements of clause 1.6.2 of this standard.

3.6. For concrete hydraulic structures of a zone of variable water level, crushed stone or gravel with an average grain density of at least 2.5 g / cc and water absorption of not more than,% should be used:

0.5 - for crushed stone from igneous and metamorphic rocks;

1,0 - "- -" - - "- sedimentary rocks.

For concrete of the inner, underwater and surface zones, the grain density should not be lower than 2.3 g / cc and water absorption not more than,%:

0.8 - for crushed stone from igneous and metamorphic rocks;

2.0 - "- -" - - "- sedimentary rocks.

3.7. Crushed stone and gravel for wear-resistant hydraulic concrete must have a wear grade in the shelf drum of at least:

I-I - for crushed stone from igneous and metamorphic rocks;

I-II - "- -" - - "- sedimentary rocks, as well as gravel and gravel from gravel.

3.8. The content of grains of weak rocks in gravel and gravel for concrete hydraulic structures of the zone of variable water level should not exceed 5% by weight.

3.9. Frost resistance of crushed stone and gravel for concrete hydraulic structures should not be lower than specified in table. 10.

For concrete hydraulic structures with standardized frost resistance F300 and higher and concrete of a variable level zone, the use of gravel as a large aggregate is allowed only after concrete has been tested for frost resistance.

3.10. For concrete hydraulic structures it is allowed to use sands with a particle size modulus of 1.5 to 3.5 (total residues on a 2.5 mm sieve from 0 to 30%, on a 1.25 mm sieve - from 5 to 55%, on a 0 sieve , 63 - from 20 to 75%, on a sieve of 0.315 mm - from 40 to 90% and on a sieve of 0.14 mm - from 85 to 100%). At the same time, fine sands with a fineness modulus equal to or less than 2.0 should be used with the mandatory use of surfactants.

3.11. For concrete hydraulic structures, the content in the sand of pulverized and clay particles should not exceed,% by weight:

2 - for concrete zone variable water level;

3 - "- surface concrete;

5 - "- underwater -" - and concrete inner zone.

For concrete hydraulic structures, the use of fine aggregate with clay in the form of separate lumps is not allowed.

3.12. The mica content in the fine aggregate for concrete of hydraulic structures should not exceed,% by weight:

1 - for concrete zones of variable water level;

2 - "- -" - surface zone;

3 - "- -" - underwater and internal zones.

  4. Aggregates for concrete concrete and reinforced concrete pipes

4.1. The content of dust and clay particles in large aggregates for concrete of reinforced concrete and concrete pipes should not exceed 1% by weight.

4.2. The content of lamellar (flaky) and needle-shaped grains in large aggregates for concrete and pressureless reinforced concrete pipes should not exceed 25% by weight.

4.3. For concrete pressure and low-pressure reinforced concrete pipes, crushed stone from natural stone of a grade of at least 1000 and crushed stone from gravel of a brand of at least Dr8 should be used. For concrete of pressureless pipes, crushed stone from igneous rocks of a grade not lower than 800 should be used, from sedimentary and metamorphic rocks - not lower than 600, crushed stone from gravel and gravel of a grade not lower than Dr12.

4.4. The sand content of dust and clay particles should not exceed,% by weight:

2 - for concrete pressure pipes;

3 - "- -" - pressureless and low pressure pipes.

4.5. Sand from crushing screenings and enriched sand from crushing screenings used for concrete, reinforced concrete and concrete pipes, must have a grade of not less than 600 for the strength of the original rock or gravel. The use of these sand from the rocks of aphanite or glassy structure is not allowed.

Notes:

1. This appendix lists additives that have been mastered by industry.

2. The use of other additives that meet the requirements of GOST 24211 is allowed.

INTERSTATE STANDARD

CONCRETE
  HEAVY AND FINE

SPECIFICATIONS

Date of introduction 01.01.92

This standard applies to structural heavy and fine-grained concrete (hereinafter - concrete) used in all types of construction.

1. TECHNICAL REQUIREMENTS

1.1. The requirements of this standard should be observed when developing new, and revising existing standards and technical specifications, design and technological documentation for prefabricated concrete and reinforced concrete products and prefabricated structures, monolithic and precast monolithic structures (hereinafter referred to as structures).

1.2. Concretes should be made in accordance with the requirements of this standard according to design and technological documentation for specific types of structures approved in the established manner.

1.3. Specifications

1.3.1. The concrete requirements are set in accordance with GOST 25192 and the international standard ISO 3893.

* On the territory of the Russian Federation SNiP 52-01-2003 are valid (hereinafter).

1.3.2. The strength of concrete at the design age is characterized by classes of compressive strength, axial tension, and bending tensile strength.

The following classes are established for concrete:

By compressive strength: B3.5; AT 5; B7.5; AT 10; B12.5; B15; IN 20; B25; B30; B35; B40; B45; B50; B55; B60; B65; B70; B75; B80

Note. It is allowed to use concrete of intermediate classes in compressive strength B22.5 and B27.5;

By axial tensile strength: B t 0.4; B t 0.8; B t 1.2; B t 1.6; B t 2.0; B t 2.4; B t 2.8; B t 3.2; B t 3.6; B t 4.0;

By tensile strength in bending: B tb 0.4; B tb 0.8, B tb 1.2; B tb 1.6; B tb 2.0; B tb 2.4; B tb 2.8; B tb 3.2; B tb 3.6; B tb 4.0; B tb 4.4; B tb 4.8; B tb 5.2; B tb 5.6; B tb 6.0; B tb 6.4; B tb 6.8; B tb 7.2; B tb 8.0.

Notes:

1. For concrete structures designed before the commissioning of ST SEV 1406 (when standardizing strength by grade), the following grades are installed:

By compressive strength: M50; M75; M100; M150; M200; M250; M300; M350; M400; M450; M500; M550; M600; M700; M800; M900; M1000;

Axial tensile strength: P t 5; P t 10; P t 15, P t 20; P t 25; P t 30; P t 35; P t 40; P t 45; P t 50;

By tensile strength in bending: P tb 5; P tb 10; P tb 15; P tb 20; P tb 25; P tb 30; P tb 35; P tb 40; P tb 45; P tb 50; P tb 55; P tb 60; P tb 65; P tb 70; P tb 75; P tb 80; P tb 85; P tb 90; P tb 100.

2. The ratio between the classes and grades of concrete in terms of tensile and compressive strength with a standard coefficient of variation of 13.5%, and for massive hydraulic structures - 17.0% is given in Appendix 1.

1.3.3. For concrete structures subjected to alternate freezing and thawing during operation, the following concrete grades for frost resistance are prescribed: F50; F75; F100; F150; F200; F300; F400; F500; F600 F800; F1000.

1.3.4. For concrete structures, which are subject to the requirements of restrictions on permeability or increased density and corrosion resistance, designate brands for water resistance. The following waterproof brands are installed: W2; W4; W6; W8; W10; W12; W14; W16; W18; W20.

1.3.5. Classes of concrete for strength, grades for frost resistance and water tightness of concrete in structures of specific types are set in accordance with the design standards indicated in the standards, specifications and in the design documentation for these structures.

1.3.6. Depending on the working conditions of concrete, in the standards or technical conditions and working drawings of concrete and reinforced concrete structures, additional requirements for the quality of concrete, stipulated by GOST 4.212, should be established.

1.3.7. Technical requirements for concrete established in paragraphs. 1.3.1 - 1.3.6 should be provided by the manufacturer of the structure at the design age, which is indicated in the design documentation for these structures and assigned in accordance with the design standards depending on the conditions of concrete hardening, construction methods and the actual loading time of these structures. If the design age is not specified, technical requirements for concrete should be provided at the age of 28 days.

1.3.7a. The values \u200b\u200bof the normalized tempering, transfer (for prestressed structures) concrete strength are set in the design of a specific design and indicate them in the standard or technical conditions for this design.

(Introduced additionally, Amendment No. 1).

1.3.8. The specific effective activity of natural radionuclides ( A   eff) of the raw materials used for the preparation of concrete should not exceed the limit values \u200b\u200bdepending on the area of \u200b\u200bapplication of concrete according to Appendix A GOST 30108.

1.4. Concrete Mixing Requirements

1.4.1. Concrete mixtures must comply with the requirements of GOST 7473.

1.4.2. The composition of concrete is selected according to GOST 27006.

When choosing materials for the selection of concrete composition, a radiation-hygienic assessment of these materials should be made.

1.4.1, 1.4.2. (Amended edition, Amendment No. 1).

1.4.3. For road and airfield coatings made of heavy and fine-grained concrete, the water-cement ratio is assigned depending on the workability of the concrete mix according to GOST 7473 and should be no more than those indicated in the table. 1a.

Table 1a

1.4.4. For road and airfield coatings of heavy and fine-grained concrete, the volume of entrained air in the moving concrete mixture and the content of conditionally closed pores in the concrete from this mixture should be not less than the values \u200b\u200bspecified in Table. 1.

Table 1

1.4.5. For hydraulic structures with normalized frost resistance F200 and above, operated in conditions of saturation with sea or mineralized water, the volume of air involved in the concrete mixture must correspond to that indicated in table. 2.

table 2

1.4.6. The volume of air involved in concrete mixtures for concrete bridges with normalized frost resistance is taken according to the standards and technical conditions for concrete structures of a particular type; it should not exceed,%:

2 - 5 - for bridge concrete and reinforced concrete structures;

5 - 6 - for covering the carriageway of bridges.

1.4.7. The minimum consumption of cements in accordance with GOST 10178 and GOST 22266 is taken in accordance with table. 3 depending on the type of structures and their operating conditions.

Table 3

Notes:

1. It is allowed to manufacture reinforced concrete with cement consumption less than the minimum allowable subject to preliminary verification of the protective properties of concrete in relation to steel reinforcement.

2. The minimum consumption of cement of other types is established on the basis of the evaluation of the protective properties of concrete on these cements in relation to steel reinforcement.

3. The minimum consumption of cement for concrete structures operating in aggressive environments is determined taking into account the requirements of SNiP 2.03.11.

1.5. Binder Requirements

1.5.1. As cementitious materials, Portland cement and slag Portland cement according to GOST 10178, sulfate-resistant and pozzolanic cements according to GOST 22266 and other cements according to standards and technical conditions in accordance with their application for specific types of constructions should be used.

1.5.2. The type and brand of cement should be selected in accordance with the purpose of the structures and the conditions of their operation, the required class of concrete for strength, grades for frost resistance and water resistance, the value of tempering or transfer strength of concrete for prefabricated structures based on the requirements of standards, technical conditions or design documentation for these structures taking into account the requirements of GOST 30515, as well as the impact of harmful impurities in aggregates on concrete (see Appendix 2).

The use of pozzolanic cements for the production of precast concrete structures without a feasibility study is not allowed.

1.5.3. For the production of prefabricated structures subjected to heat treatment, it is necessary to use cements of I and II efficiency groups when steaming according to GOST 10178. The use of Group III cements is allowed in coordination with specialized research institutes, a feasibility study and the consent of the consumer.

1.5.2, 1.5.3.   (Amended edition, Amendment No. 1).

1.5.4. For concrete road and airfield coatings, chimneys and ventilation pipes, fan and tower cooling towers, high voltage power transmission towers, reinforced concrete pressure and pressureless pipes, reinforced concrete sleepers, bridge structures, support pillars, piles for permafrost soils, Portland cement based on clinker with normalized mineralogical should be used composition according to GOST 10178.

For concrete road foundations, the use of slag Portland cement in accordance with GOST 10178 is allowed.

1.5.5. (Excluded, Amendment No. 1).

1.6. Placeholder Requirements

1.6.1. Crushed stone and gravel from dense rocks according to GOST 8267, crushed stone from blast-furnace and ferroalloy slag of ferrous metallurgy and nickel and copper-smelting slag of non-ferrous metallurgy according to GOST 5578, as well as crushed stone from slag of thermal power plants according to GOST 26644, are used as large aggregates for heavy concrete.

As fine aggregates for concrete, natural sand and sand from screenings of crushing rocks with an average grain density of 2000 to 2800 g / cm 3 and their mixtures meeting the requirements of GOST 8736, sand from blast-furnace and ferro-alloy slags of ferrous metallurgy and nickel and copper-smelting slags are used non-ferrous metallurgy according to GOST 5578, as well as ash and slag mixtures according to GOST 25592.

(Amended edition, Amendment No. 1).

1.6.2. If it is necessary to use aggregates with quality indicators below the requirements of state standards given in clause 1.6.1, as well as the requirements of this standard, they should first be tested in concrete in specialized centers to confirm the feasibility and technical and economic feasibility of obtaining concrete with standardized quality indicators.

1.6.3. Coarse aggregate, depending on the requirements for concrete, is selected according to the following indicators: grain composition and largest particle size, content of dusty and clay particles, harmful impurities, grain shape, strength, grain content of weak rocks, petrographic composition and radiation-hygienic characteristics. When selecting the composition of concrete, density, porosity, water absorption, and voidness are also taken into account. Large aggregates should have an average grain density of 2,000 to 3,000 kg / m 3.

(Amended edition, Amendment No. 1).

1.6.4. Coarse aggregate should be used as separately dosed fractions in the preparation of concrete mix. The largest aggregate size should be set in the standards, specifications or working drawings of concrete and reinforced concrete structures. The list of fractions, depending on the largest particle size of the aggregate grains is indicated in table. 4.

Table 4

Note. The use of aggregate fractions with grain sizes from 3 to 10 mm is allowed if sand with a particle size of not more than 2.5 is used as a fine aggregate.

It is allowed to use large aggregates in the form of a mixture of two adjacent fractions that meet the requirements of Table. 4.

Table 5

1.6.8. Mark of crushed stone from igneous rocks should not be lower than 800, crushed stone from metamorphic rocks - not lower than 600 and sedimentary rocks - not lower than 300, gravel and crushed stone from gravel - not lower than 600.

Mark of crushed stone from natural stone should not be lower:

300 - for concrete of class B15 and below;

400 "" "B20;

600 "" "B22.5;

800 "" classes B25; B27.5; B30;

1000 "" class B40;

1200 "" "B45 and higher.

It is allowed to use crushed stone from sedimentary carbonate rocks of grade 400 for concrete of class B22.5 if the content of grains of weak rocks in it does not exceed 5%.

Grades of gravel and gravel from gravel should not be lower:

600 - for concrete of class B22.5 and below;

800 "" classes B25; B27.5;

1000 "" class B30 and above.

5 - for concrete of classes B40 and B45;

10 "" "B20, B22.5, B25, B27.5 and B30;

15 "" class B15 and below.

1.6.8, 1.6.9.   (Amended edition, Amendment No. 1).

1.6.10. Frost resistance of large aggregates should not be lower than the rated concrete grade for frost resistance.

1.6.11. Fine aggregate for concrete is selected according to the grain composition, the content of dusty and clay particles, petrographic composition, and radiation-hygienic characteristics. When selecting the composition of concrete, density, water absorption (for sands from crushing screenings), voidness, and also the compressive strength of the original rock in water-saturated condition (for sand from crushing screenings) are taken into account.

Fine aggregates should have an average grain density of 2000 to 2800 kg / m 3.

1.6.12. The grain composition of the fine aggregate must comply with the schedule (see drawing). In this case, only grains passing through a sieve with round holes with a diameter of 5 mm are taken into account. If the grain composition of natural sands does not meet the requirements of the schedule, an enlarging additive should be applied to fine and very fine sands - sand from crushing screenings or coarse sand, and to coarse sand - an additive that reduces the particle size modulus - fine or very fine sand.

Subject to the requirements of clause 1.6.2 in class concrete for strength up to B30 or B tb 4.0 incl. the use of very fine sand with a particle size modulus of 1.0 to 1.5 with a grain content of less than 0.16 mm to 20% by mass and dust and clay particles of not more than 3% by mass is allowed.

1.6.13. Types of harmful impurities and the nature of their possible effects on concrete are given in Appendix 2.

Permissible content of rocks and minerals classified as harmful impurities in aggregates:

Amorphous varieties of silicon dioxide, soluble in alkalis (chalcedony, opal, flint, etc.) - not more than 50 mmol / l;

Sulfur, sulfides, except pyrite (marcasite, pyrrhotite, etc.) and sulfates (gypsum, anhydrite, etc.) in terms of SO 3 - not more than 1.5% by weight for coarse aggregate and 1.0% by weight for fine aggregate;

Pyrite in terms of SO 3 - not more than 4% by weight;

Layered silicates (micas, hydromica, chlorites, etc., which are rock-forming minerals) - not more than 15% by volume for coarse aggregate and 2% by mass for fine aggregate;

Magnetite, iron hydroxides (goethite, etc.), apatite, nepheline, phosphorite, which are rock-forming minerals, each individually no more than 10%, and in total no more than 15% by volume;

Halogens (halite, sylvin, etc.), including water-soluble chlorides, in terms of chlorine ion - not more than 0.1% by weight for coarse aggregate and 0.15% by mass for fine aggregate;

Free asbestos fiber - not more than 0.25% by weight;

Coal - not more than 1% by weight.

Dimensions holes control sieve, mm

1   - the lower limit of the size of sand (particle size 1.5); 2   - the lower limit of the size of sand (particle size 2.0) for concrete class B15 and above;
3   - the lower limit of the size of sand (particle size 2.5) for concrete class B25 and above; 4   - the upper boundary of the size of the sand (modulus of fineness of 3.25).

1.6.14. Aggregates containing inclusions of harmful impurities in excess of the values \u200b\u200bgiven in paragraph 1.6.13, as well as zeolite, graphite and oil shale, can be used for concrete production only after testing in concrete in accordance with the requirements of paragraph 1.6.2.

1.6.15. To use crushed stone from sedimentary carbonate rocks of an afanite structure and igneous effusive rocks of a vitreous structure, gravel with a smooth surface for concrete of strength class B22.5 and higher and gravel of any kind for concrete of class strength B30 and higher, they should be tested in concrete in compliance with clause 1.6.2.

(Amended edition, Amendment No. 1).

1.6.16. Additional requirements for aggregates for concrete structures of various types are set out in Appendix 3.

1.7. To reduce the consumption of cement and aggregates in the preparation of concrete mixtures, it is recommended to use fly ash, slag and ash and slag mixtures of TPPs that meet the requirements of GOST 25592, GOST 25818 and GOST 26644.

1.8. To regulate and improve the properties of concrete mix and concrete, reduce cement consumption and energy costs, chemical additives that meet the requirements of GOST 24211 should be used.

(Amended edition, Amendment No. 1).

1.9. Concrete grades of frost resistance P200 and higher, as well as concrete grades of frost resistance P100 and higher for hydraulic structures should be made with the mandatory use of air-entraining or gas-forming additives

1.9a. Concretes for road and airfield coatings should, as a rule, be prepared with the mandatory use of air-entraining and plasticizing additives.

With the appropriate technical justification, it is allowed to prepare mobile concrete mixes with one air-entraining additive, and hard concrete mixes with one plasticizing additive. After special studies and pilot construction, it is also allowed to use a gas-forming additive instead of an air-entraining additive.

1.10. Concrete mixes of grades for workability P3 - P5 for the production of precast concrete structures and products and grades for workability P4 and P5 for monolithic and precast monolithic structures must be prepared with the obligatory use of plasticizing additives.

1.11. Water for mixing concrete and preparing solutions of chemical additives must comply with the requirements of GOST 23732.

2. ACCEPTANCE

2.1. The input control of materials (cement, aggregates, water, additives) used for the preparation of concrete mixtures of concrete, establish their compliance with the requirements of Sec. 1.

2.2. The quality of concrete for precast concrete and concrete structures is controlled when accepting structures in accordance with GOST 13015.

2.3. The acceptance of concrete in quality for monolithic structures is carried out according to all standardized indicators established by the project of work.

(Amended edition, Amendment No. 1).

2.4. Concrete for frost resistance, water tightness, average density, abrasion, water absorption is evaluated when selecting each new nominal concrete composition according to GOST 27006, and then at least once every 6 months, as well as when changing the composition of concrete, production technology and quality of materials used .

Periodic tests in terms of the specific activity of natural radionuclides in concrete are carried out during the initial selection of the nominal composition of concrete, as well as changes in the quality of the materials used, when their specific activity of natural radionuclides in new materials exceeds the corresponding characteristics of the materials previously used.

If necessary, concrete is evaluated in terms of humidity, shrinkage deformation, creep, endurance, heat release, prismatic strength, modulus of elasticity, Poisson's ratio, protective properties of concrete in relation to reinforcement and other standardized parameters in accordance with the requirements of standards and technical conditions for concrete of concrete structures kind of.

2.5. The concrete mixture is taken according to GOST 7473.

2.6. The strength of concrete is monitored and evaluated according to GOST 18105.

3. CONTROL METHODS

3.1. The compressive and tensile strength of concrete is determined according to GOST 10180 or GOST 28570, or GOST 22690, or GOST 17624, and is controlled according to GOST 18105.

3.2. The frost resistance of concrete is determined according to GOST 10060.0 - GOST 10060.3 or GOST 26134, water resistance - according to GOST 12730.5.

3.3. Concrete quality indicators established in standards or specifications for concrete of concrete structures are determined by the following standards:

Porosity indicators, including conditionally closed pore volume - GOST 12730.4;

Prismatic strength, modulus of elasticity and Poisson's ratio - according to GOST 24452;

Shrinkage and creep deformations - according to GOST 24544;

The crack resistance characteristics of concrete are in accordance with GOST 29167.

3.4. The quality of the concrete mixture is determined according to GOST 10181.

3.5. Checking the protective properties of concrete in relation to steel reinforcement - according to the technical documentation approved in the prescribed manner. Corrosion resistance of concrete is determined according to GOST 27677.

3.6. The specific effective activity of natural radionuclides ( A eff) raw materials for the preparation of concrete is determined according to GOST 30108.

3.7. The quality indicators of coarse aggregate for heavy concrete are determined in accordance with GOST 8269.0 and GOST 8269.1, and fine aggregate for concrete is determined in accordance with GOST 8735.

3.8. The quality indicators of additives are checked according to GOST 24211, and water - according to GOST 23732. The effectiveness of the additives on the properties of concrete is determined according to GOST 30459.

3.1 - 3.8. (Amended edition, Amendment No. 1).

3.9. An accelerated determination of the compressive strength of concrete to control its composition during the production process is carried out according to GOST 22783.

3.10. The frost resistance of concrete when selecting and adjusting its composition in the laboratory may be determined in accordance with GOST 10060.4.

3.9, 3.10. (Introduced additionally, Amendment No. 1).

ATTACHMENT 1

Reference

RELATIONSHIP BETWEEN CONCRETE CLASSES FOR STRENGTH
  FOR COMPRESSION AND TENSION AND BRANDS

Table 6

* Average concrete strength R   calculated with coefficient of variation Vequal to 13.5%, and the security 95% for all types of concrete, and for massive hydraulic structures with a coefficient of variation Vequal to 17%, and security 90%.

(Amended edition, Amendment No. 1).

ATTACHMENT 2

Reference

CHARACTER OF POSSIBLE EXPOSURE OF HARMFUL IMPURITIES TO CONCRETE

1. To include harmful impurities include the following rocks and minerals: amorphous varieties of silicon dioxide (chalcedony, opal, flint, etc.), sulfates (gypsum, anhydrite, etc.), layered silicates (mica, hydromica, chlorites, etc.), magnetite, iron hydroxides (goethite, etc.), apatite, nepheline, phosphorite, halogens (get along, sylvin and others), zeolites, asbestos, graphite, coal, oil shale.

2. Harmful impurities in concrete (in aggregates used for concrete production) can cause:

Decrease in strength and durability of concrete;

Deterioration of surface quality and internal corrosion of concrete;

Corrosion reinforcement in concrete.

3. The main harmful impurities that reduce the strength and durability of concrete: coal, graphite, oil shale; layered silicates (mica, hydromica, chlorites, etc.); zeolites, apatite, nepheline, phosphorite.

4. The main harmful impurities causing deterioration of the surface quality and internal corrosion of concrete:

Amorphous varieties of silicon dioxide, soluble in alkalis (chalcedony, opal, flint, etc.), chlorite and some zeolites;

Sulfur, sulfides (pyrite, marcasite, pyrrhotite, etc.);

Sulfates (gypsum, anhydrite, etc.);

Magnetite, iron hydroxides (goethite, etc.).

5. The main harmful impurities causing corrosion of reinforcement in concrete:

Halogens (halite, sylvin, etc.), including water-soluble chlorides;

Sulfur sulfides and sulfates.

ATTACHMENT 3

Mandatory

ADDITIONAL REQUIREMENTS FOR FILLERS FOR CONCRETE,
  DESIGNED FOR VARIOUS TYPES OF CONSTRUCTION

1. Aggregates for concrete road and airfield coatings and substrates

1.1. With the largest aggregate grain size equal to 80 mm, it is allowed, upon agreement between the manufacturer and the consumer, to supply a mixture of fractions from 5 to 40 mm in size.

2 - for single-layer and upper layer of two-layer road surfaces;

3 - for the lower layer of two-layer coatings and the bases of improved capital road coatings.

1.3. Grades of crushed stone, gravel and crushed stone from gravel should be not lower than those indicated in Table 7.

Table 7

(Amended edition, Amendment No. 1).

1.4. Crushed stone and gravel, except grades of strength specified in table. 7 must have marks for wear in the shelf drum not lower than those indicated in the table. 8.

Table 8

1.6. Frost resistance of crushed stone and gravel should not be lower than the requirements specified in table. 9.

Table 9

1.7. Sand from crushing screenings and enriched sand from crushing screenings for concrete road and airfield coatings and substrates should have grades of the strength of the original rock or gravel not lower than those indicated in Table. 10.

Table 10

(Amended edition, Amendment No. 1).

2. Aggregates for concrete transport construction

1 - concrete of bridge spans, bridge structures of a zone of variable water level, culverts, concrete sleepers, contact network supports, communication and automatic blocking lines, power transmission line supports;

2 - concrete monolithic supports of bridges and foundations of culverts located outside the level of the zone of variable water level.

2.3. For concrete of bridge structures located and a zone of variable water level, bridge bridge span structures, as well as culverts, crushed stone of grade 1000 and higher from igneous rocks, crushed stone of grade 800 and higher from metamorphic and sedimentary rocks, crushed stone from gravel and gravel should be used grades of crushing ability not lower than 1000 - for concrete of class of strength B30 and higher and 800 - for concrete of class of strength up to B22.5 incl.

Aggregates, the strength of which when saturated with water decreases by more than 20% compared with their strength in the dry state, but can be used for concrete structures located in the zone of variable water level and underwater zone.

2.4. For concrete, reinforced concrete sleepers, crushed stone from igneous rocks of a grade not lower than 1200, metamorphic and sedimentary rocks of a grade not lower than 1000 and crushed stone from gravel of a grade with a crushing capacity of not lower than 1000 should be used.

2.3, 2.4.   (Amended edition, Amendment No. 1).

2.6. The use of gravel is not allowed for concrete:

The construction of bridges and culverts operated in areas with an average temperature of the coldest five days below minus 40 ° C;

Transport facilities with frost resistance mark F200 and higher;

Transport reinforced concrete structures designed for endurance.

1 - for prestressed concrete spans used in areas with an average outdoor temperature of the coldest five days below minus 40 ° C;

2 - for concrete spans and bridge structures operated in conditions of variable water level.

3. Aggregates for concrete hydraulic structures

3.1. It is allowed to use crushed stone and gravel in the construction of massive hydraulic structures:

From 120 to 150 mm;

St. 150 mm, entered directly into the block when laying concrete mixture.

3.2. For concrete hydraulic structures, the content of dusty and clay particles in gravel, gravel from gravel and in gravel (regardless of the type of rock) should not exceed,%:

1 - for concrete zones of variable water level and surface zone;

2 - for the underwater and internal zones.

3.3. For concrete hydraulic structures operated in a zone of variable water level, the presence of clay in the form of separate lumps in a large aggregate is not allowed.

3.4. Grades of crushed stone from natural stone should not be lower than 600 for concrete of class of strength B15 and lower, 800 for concrete of class of strength from B20 to B30 inclusive. 1200 - for concrete of a class in strength above B30.

Grades for crushability of gravel and crushed stone from gravel should be not lower than 800 for concrete of class of strength B15 and below, 1000 for concrete of class of strength B20 and above.

3.5. For concrete of hydraulic structures requiring frost resistance and cavitation resistance, crushed stone from igneous rocks of a grade of at least 1000 should be used. The use of crushed stone of gravel or gravel of a grade with a crushing capacity of at least 1000 is allowed after special studies are carried out taking into account the working conditions of structures according to the requirements Clause 1.6.2 of this standard.

3.4, 3.5.   (Amended edition, Amendment No. 1).

3.6. For concrete hydraulic structures of the zone of variable water level, crushed stone or gravel with an average grain density of at least 2.5 g / cm 3 and water absorption of not more than,% should be used:

0.5 - for crushed stone from igneous and metamorphic rocks;

1,0 "" "sedimentary rocks.

For concrete of the inner, underwater and surface zones, the grain density should not be lower than 2.3 g / cm 3 and water absorption not more than,%:

0.8 - for crushed stone from igneous and metamorphic rocks;

2.0 "" "sedimentary rocks.

3.7. Crushed stone and gravel for wear-resistant hydraulic concrete should have poppies for wear in the shelf drum not lower than:

I-I - for crushed stone from igneous and metamorphic rocks;

I-II »» »sedimentary rocks, as well as gravel and gravel from gravel.

3.9. Frost resistance of crushed stone and gravel for concrete hydraulic structures should not be lower than specified in table. eleven.

Table 11

For concrete hydraulic structures with standardized frost resistance F300 and higher and concrete of a variable level zone, the use of gravel as a large aggregate is allowed only after concrete has been tested for frost resistance.

3.10. For concrete hydraulic structures it is allowed to use sands with a particle size modulus of 1.5 to 3.5 (total residues on a 2.5 mm sieve from 0 to 30%, on a 1.5 mm sieve - from 5 to 55%, on a 0 sieve , 63 mm - from 20 to 75%, on a sieve of 0.315 mm - from 40 to 90% and on a sieve of 0.14 mm - from 85 to 100%). At the same time, fine sands with a fineness modulus equal to or less than 2.0 should be used with the mandatory use of surfactants.

3.11. For concrete hydraulic structures, the content in the sand of pulverized and clay particles should not exceed,% by weight:

2 - for concrete zone variable water level;

3 "surface concrete;

5 "underwater" and concrete inner zone.

For concrete hydraulic structures, the use of fine aggregate with clay in the form of separate lumps is not allowed.

1 - for concrete with a variable water level;

2 "" surface zone;

3 "" underwater and internal zones.

4. Aggregates for concrete concrete and reinforced concrete pipes

4.3. For concrete pressure and low-pressure reinforced concrete pipes, crushed stone from natural stone of a grade of at least 1000 and crushed stone of gravel, a grade of at least Dr8, should be used. For concrete of pressureless pipes, crushed stone from igneous rocks of a grade not lower than 800 should be used, from sedimentary and metamorphic rocks - not lower than 600, crushed stone from gravel and gravel of a grade not lower than Dr12.

2 - for concrete pressure pipes;

3 - for concrete pressureless and low pressure pipes.

4.5. Sand from crushing screenings and enriched sand from crushing screenings used for concrete, reinforced concrete and concrete pipes, must have a grade of not less than 600 for the strength of the original rock or gravel. The use of these sand from the rocks of aphanite or glassy structure is not allowed.

ATTACHMENT 4 (Excluded, Amendment No. 1).

INFORMATION DATA

1. DEVELOPED AND INTRODUCED by the Research, Design and Technological Institute of Concrete and Reinforced Concrete (NIIIZhB) Gosstroy of the USSR

2. APPROVED AND IMPLEMENTED BY Decree of the USSR State Construction Committee of 05.16.91 No. 21

Change No. 1 was adopted by the Interstate Scientific and Technical Commission for Standardization, Technical Regulation and Certification in Construction (MNTKS) 07.12.2001

3. The standard complies with international standards ISO 3893-78 and ST SEV 1406-78 -93

Appendix 2 The nature of the possible effects of harmful impurities on concrete. eleven

Appendix 3 Additional requirements for aggregates for concrete intended for various types of construction. eleven

STATE STANDARD OF THE USSR

CONCRETE HEAVY AND FINE

SPECIFICATIONS

GOST 26633-91

Moscow

STATE BUILDING COMMITTEE OF THE USSR

Date of introduction 01.01.92

This standard applies to structural heavy and fine-grained concrete (hereinafter - concrete) used in all types of construction.

1. TECHNICAL REQUIREMENTS

1.1. The requirements of this standard should be observed when developing new, and revising existing standards and technical specifications, design and technological documentation for prefabricated concrete and reinforced concrete products and prefabricated structures, monolithic and precast monolithic structures (hereinafter referred to as structures).

1.2. Concretes should be made in accordance with the requirements of this standard according to design and technological documentation for specific types of structures approved in the established manner.

1.3.2. The strength of concrete at the design age is characterized by classes of compressive strength, axial tension, and bending tensile strength.

The following classes are established for concrete:

compressive strength: B3.5; AT 5; B7.5; AT 10; B12.5; B15; IN 20; B25; B30; B35; B40; B45; B50; B55; B60; B65; B70; B75; B80

Note. It is allowed to use concrete of intermediate classes in compressive strength B22.5 and B27.5;

axial tensile strength: Bt 0.4; Bt 0.8; Bt 1.2; Bt 1.6; Bt 2.0; Bt 2.4; Bt 2.8; Bt 3.2; Bt 3.6; Bt 4.0;

tensile strength in bending: Btb 0.4; Btb 0.8, Btb 1.2; Btb 1.6; Btb 2.0; Btb 2.4; Btb 2.8; Btb 3.2; Btb 3.6; Btb 4.0; Btb 4.4; Btb 4.8; Btb 5.2; Btb 5.6; Btb 6.0; Btb 6.4; Btb 6.8; Btb 7.2; Btb 8.0.

Notes:

1. For concrete structures designed before the commissioning of ST SEV 1406 (when standardizing strength by grade), the following grades are installed:

compressive strength: M50; M75; M100; M150; M200; M250; M300; M350; M400; M450; M500; M550; M600; M700; M800; M900; M1000;

axial tensile strength: Pt 5; Pt 10; Pt 15, Pt 20; Pt 25; Pt 30; Pt Z5; Pt 40; Pt 45; Pt 50;

tensile strength in bending: Ptb 5; Ptb 10; Ptb 15; Ptb 20; Ptb 25; Ptb 30; Ptb 35; Ptb 40; Ptb 45; Ptb 50; Ptb 55; Ptb 60; Ptb 65; Ptb 70; Ptb 75; Ptb 80; Ptb 85; Ptb 90; Ptb 100.

The ratio between classes and grades of concrete in terms of tensile and compressive strength with a standard coefficient of variation of 13.5%, and for massive hydraulic structures - 17.0% is given in the appendix.

1.3.3. For concrete structures subjected to alternate freezing and thawing during operation, the following concrete grades for frost resistance are prescribed: F50; F75; F100; F150; F200; F300; F400; F500; F600 F800; F1000.

1.3.4. For concrete structures, which are subject to the requirements of restrictions on permeability or increased density and corrosion resistance, designate brands for water resistance. The following waterproof brands are installed: W2; W4; W6; W8; W10; W12; W14; W16; W18; W20.

1.3.5. Classes of concrete for strength, grades for frost resistance and water tightness of concrete in structures of specific types are set in accordance with the design standards indicated in the standards, specifications and in the design documentation for these structures.

1.3.7. Technical requirements for concrete established in paragraphs. -, must be provided by the manufacturer of the structure at the design age, which is indicated in the design documentation for these structures and assigned in accordance with the design standards, depending on the conditions of concrete hardening, construction methods and the actual loading time of these structures. If the design age is not specified, technical requirements for concrete should be provided at the age of 28 days.

1.3.7a. The values \u200b\u200bof the normalized tempering, transfer (for prestressed structures) concrete strength are set in the design of a specific design and indicate them in the standard or technical conditions for this design.

1.3.8. The specific effective activity of natural radionuclides (Aeff) of the raw materials used for the preparation of concrete should not exceed the limit values \u200b\u200bdepending on the area of \u200b\u200bapplication of the concrete according to Appendix A GOST 30108.

1.4. Concrete Mixing Requirements

1.4.1. Concrete mixtures must comply with the requirements of GOST 7473.

When choosing materials for the selection of concrete composition, a radiation-hygienic assessment of these materials should be made.

1.4.3. For road and airfield coatings made of heavy and fine-grained concrete, the water-cement ratio is assigned depending on the workability of the concrete mix according to GOST 7473 and should be no more than those indicated in the table. 1a.

Table 1a

1.4.4. For road and airfield coatings of heavy and fine-grained concrete, the volume of entrained air in the moving concrete mixture and the content of conditionally closed pores in the concrete from this mixture should be not less than the values \u200b\u200bspecified in Table. 1.

Table 1

1.4.5. For hydraulic structures with normalized frost resistance F200 and above, operated in conditions of saturation with sea or mineralized water, the volume of air involved in the concrete mixture must correspond to that indicated in table. .

table 2

1.4.6. The volume of air involved in concrete mixtures for concrete bridges with normalized frost resistance is taken according to the standards and technical conditions for concrete structures of a particular type; it should not exceed,%:

2 - 5 - for bridge concrete and reinforced concrete structures;

5 - 6 - for covering the carriageway of bridges.

terms of Use

Type and consumption of cements, kg / m3

PTs-D0, PTs-D5 SSPTs-D0

PTs-D20 SSPTs-D20

SHPC, SSShPC, PutstsPTS

Unreinforced

Weatherproof

Do not standardize

At atmospheric influences

Reinforced
   with non-tensioning fittings

Weatherproof

At atmospheric influences

Reinforced
   with prestressed fittings

Weatherproof

At atmospheric influences

Notes:

1. It is allowed to manufacture reinforced concrete with cement consumption less than the minimum allowable subject to preliminary verification of the protective properties of concrete in relation to steel reinforcement.

2. The minimum consumption of cement of other types is established on the basis of the evaluation of the protective properties of concrete on these cements in relation to steel reinforcement.

3. The minimum consumption of cement for concrete structures operating in aggressive environments is determined taking into account the requirements of SNiP 2.03.11.

1.5. Binder Requirements

The use of pozzolanic cements for the production of precast concrete structures without a feasibility study is not allowed.

For concrete road foundations, the use of slag Portland cement in accordance with GOST 10178 is allowed.

1.6. Placeholder Requirements

As fine aggregates for concrete, natural sand and sand from screenings of crushing rocks with an average grain density of 2000 to 2800 g / cm3 and their mixtures meeting the requirements of GOST 8736, sand from blast-furnace and ferro-alloy slags of ferrous metallurgy and nickel and copper smelting non-ferrous slags are used. metallurgy according to GOST 5578, as well as ash and slag mixtures according to GOST 25592.

1.6.4. Coarse aggregate should be used as separately dosed fractions in the preparation of concrete mix. The largest aggregate size should be set in the standards, specifications or working drawings of concrete and reinforced concrete structures. The list of fractions, depending on the largest particle size of the aggregate grains is indicated in table. .

Table 4

Note. The use of aggregate fractions with grain sizes from 3 to 10 mm is allowed if sand with a particle size of not more than 2.5 is used as a fine aggregate.

It is allowed to use large aggregates in the form of a mixture of two adjacent fractions that meet the requirements of Table. .

Table 5

1.6.8. Mark of crushed stone from igneous rocks should not be lower than 800, crushed stone from metamorphic rocks - not lower than 600 and sedimentary rocks - not lower than 300, gravel and crushed stone from gravel - not lower than 600).

Mark of crushed stone from natural stone should not be lower:

300 - for concrete of class B15 and below;

400 "" "B20;

600 "" "B22.5;

800 "" classes B25; B 27.5; B30;

1000 "" class B40;

1200 "" "B45 and higher.

It is allowed to use crushed stone from sedimentary carbonate rocks of grade 400 for concrete of class B22.5 if the content of grains of weak rocks in it does not exceed 5%.

Grades of gravel and gravel from gravel should not be lower:

600 - for concrete of class B22.5 and below;

800 - "" classes B25; B27.5;

1000 - "" class B30 and above.

5 - for concrete of classes B40 and B45;

10 "" "B20, B22.5, B25, B27.5 and B30;

15 - for concrete of class B 15 and below.

1.6.10. Frost resistance of large aggregates should not be lower than the rated concrete grade for frost resistance.

1.6.11. Fine aggregate for concrete is selected according to the grain composition, the content of dusty and clay particles, petrographic composition, and radiation-hygienic characteristics. When selecting the composition of concrete, density, water absorption (for sands from crushing screenings), voidness, and also the compressive strength of the original rock in water-saturated condition (for sand from crushing screenings) are taken into account.

Fine aggregates should have an average grain density of 2,000 to 2,800 kg / m3.

1.6.12. The grain composition of the fine aggregate must comply with the schedule (see drawing). In this case, only grains passing through a sieve with round holes with a diameter of 5 mm are taken into account. If the grain composition of natural sands does not meet the requirements of the schedule, an enlarging additive should be applied to fine and very fine sands - sand from crushing screenings or coarse sand, and to coarse sand - an additive that reduces the particle size modulus - fine or very fine sand.

Permissible content of rocks and minerals classified as harmful impurities in aggregates:

amorphous varieties of silicon dioxide, soluble in alkalis (chalcedony, opal, flint, etc.) - not more than 50 mmol / l;

sulfur, sulfides, except pyrite (marcasite, pyrrhotite, etc.) and sulfates (gypsum, anhydrite, etc.) in terms of SO3 - not more than 1.5% by weight for coarse aggregate and 1.0% by mass for fine placeholder;

pyrite in terms of SO3 - not more than 4% by weight;

layered silicates (mica, hydromica, chlorites, etc., which are rock-forming minerals) - not more than 15% by volume for coarse aggregate and 2% by mass for fine aggregate;

magnetite, iron hydroxides (goethite, etc.), apatite, nepheline, phosphorite, which are rock-forming minerals, each individually no more than 10%, and in total no more than 15% by volume;

halogens (halite, sylvin, etc.), including water-soluble chlorides, in terms of chlorine ion - not more than 0.1% by weight for coarse aggregate and 0.15% by mass for fine aggregate;

free asbestos fiber - not more than 0.25% by weight;

coal - not more than 1% by weight.

The sizes of the holes of the control sieves, mm

1   - the lower limit of the size of sand (particle size 1.5); 2 - the lower limit of the size of sand (particle size 2.0) for concrete class B15 and above; 3 - the lower limit of the size of sand (particle size 2.5) for concrete class B25 and above; 4 - the upper limit of the size of the sand (modulus of fineness of 3.25).

1.6.14. Aggregates containing inclusions of harmful impurities in excess of the values \u200b\u200bgiven in clause, as well as zeolite, graphite and oil shale, can be used for concrete production only after testing in concrete in accordance with the requirements of clause.

1.6.15. To use crushed stone from sedimentary carbonate rocks of an afanite structure and igneous effusive rocks of a vitreous structure, gravel with a smooth surface for concrete of strength class B22.5 and higher and gravel of any kind for concrete of class strength B30 and higher, they should be tested in concrete in compliance with paragraph.

1.6.16. Additional requirements for aggregates for concrete structures of various types are set in the appendix.

1.9. Concrete grades of frost resistance F200 and higher, as well as concrete grades of frost resistance F100 and higher for hydraulic structures should be made with the mandatory use of air-entraining or gas-forming additives.

1.9a. Concretes for road and airfield coatings should, as a rule, be prepared with the mandatory use of air-entraining and plasticizing additives.

With the appropriate technical justification, it is allowed to prepare mobile concrete mixes with one air-entraining additive, and hard concrete mixes with one plasticizing additive. After special studies and pilot construction, it is also allowed to use a gas-forming additive instead of an air-entraining additive.

1.10. Concrete mixes of grades for workability P3 - P5 for the production of precast concrete structures and products and grades for workability P4 and P5 for monolithic and precast monolithic structures must be prepared with the obligatory use of plasticizing additives.

2. ACCEPTANCE

2.1. The input control of materials (cement, aggregates, water, additives) used for the preparation of concrete mixtures of concrete, establish their compliance with the requirements of Sec. .

2.3. The acceptance of concrete in quality for monolithic structures is carried out according to all standardized indicators established by the project of work.

3. CONTROL METHODS

Porosity indicators, including conditionally closed pore volume - according to GOST 12730.4;

Prismatic strength, modulus of elasticity and Poisson's ratio - according to GOST 24452;

Shrinkage and creep deformations - according to GOST 24544;

The crack resistance characteristics of concrete are in accordance with GOST 29167.

3.6. The specific effective activity of natural radionuclides (Aeff) of raw materials for the preparation of concrete is determined in accordance with GOST 30108.

3.10. The frost resistance of concrete when selecting and adjusting its composition in the laboratory may be determined in accordance with GOST 10060.4.

3.9-3.10. (Introduced additionally. Amendment No. 1).

ANNEX 1

Reference

RATIO BETWEEN CONCRETE CLASSES FOR STRENGTH FOR COMPRESSION AND TENSION AND BRANDS

Table 6

* Average concrete strength R   calculated with coefficient of variation Vequal to 13.5%, and provision 95% for all types of concrete, and for massive hydraulic structures with a coefficient of variation V   equal to 17% ,   and security of 90%.

Table 6 (Amended edition, Amendment No. 1).

APPENDIX 2

1. To include harmful impurities include the following rocks and minerals: amorphous varieties of silicon dioxide (chalcedony, opal, flint, etc.), sulfates (gypsum, anhydrite, etc.), layered silicates (mica, hydromica, chlorites, etc.), magnetite, iron hydroxides (goethite, etc.), apatite, nepheline, phosphorite, halogens (get along, sylvin and others), zeolites, asbestos, graphite, coal, oil shale.

2. Harmful impurities in concrete (in aggregates used for concrete production) can cause:

decrease in strength and durability of concrete;

deterioration of surface quality and internal corrosion of concrete;

corrosion of reinforcement in concrete.

3. The main harmful impurities that reduce the strength and durability of concrete: coal, graphite, oil shale; layered silicates (mica, hydromica, chlorites, etc.); zeolites, apatite, nepheline, phosphorite.

4. The main harmful impurities causing deterioration of the surface quality and internal corrosion of concrete:

amorphous varieties of silicon dioxide, soluble in alkalis (chalcedony, opal, flint, etc.), chlorite and some zeolites;

sulfur, sulfides (pyrite, marcasite, pyrrhotite, etc.);

sulfates (gypsum, anhydrite, etc.);

magnetite, iron hydroxides (goethite, etc.).

5. The main harmful impurities causing corrosion of reinforcement in concrete:

halogens (halite, sylvin, etc.), including water-soluble chlorides;

sulfur sulfides and sulfates.

APPENDIX 3

1. Aggregates for concrete road and airfield coatings and substrates

1.1. With the largest aggregate grain size equal to 80 mm, it is allowed, upon agreement between the manufacturer and the consumer, to supply a mixture of fractions from 5 to 40 mm in size.

2 - for single-layer and upper layer of two-layer road surfaces;

3 - for the lower layer of two-layer coatings and the bases of improved capital road coatings.

1.3. Grades of crushed stone, gravel and crushed stone from gravel should be not lower than indicated in c.

STATE STANDARD OF THE USSR

CONCRETE HEAVY AND FINE

SPECIFICATIONS

{!LANG-49730b5f82a473defc175c5320024fba!}

{!LANG-e441a1ff6f46aa11a96c8667bc9a456b!}

STATE BUILDING COMMITTEE OF THE USSR

Date of introduction 01.01.92

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{!LANG-8c8ed4873359fc26dcf6d4a2e4b4f6be!}

{!LANG-65c74f28d36d31b465c71505fe2fd3f5!}

1.4. {!LANG-2ae07eb851ea4e7d3708001557fd0413!}

{!LANG-c195c63dd7a489f6aa86eeca38886cc5!}

{!LANG-1850a6905d1c33b328263510a2d62dd0!}

{!LANG-a0ef087dc26e48313c57db164601edb9!}

heavy

fine-grained

{!LANG-df5d37919be81d5b48c7b85c53d9e000!} {!LANG-537196fba592659e77a1cd3873732f4f!}{!LANG-6b1a6e214fe19f8a29ca7ed4b4b0fe22!}

{!LANG-d2f75e911c363767b10f0235485266b8!}

0,45

0,45

{!LANG-760eb651753c66f864dd852c791ee164!}

0,35

0,45

{!LANG-b97256d412d47ff3149ac5f815d1045e!}

{!LANG-d2f75e911c363767b10f0235485266b8!}

0,60

0,60

{!LANG-760eb651753c66f864dd852c791ee164!}

0,40

0,60

{!LANG-23b125b9390ffc8d440e6270a7310604!}

1.4.4. For road and airfield coatings of heavy and fine-grained concrete, the volume of entrained air in the moving concrete mixture and the content of conditionally closed pores in the concrete from this mixture should be not less than the values \u200b\u200bspecified in Table. 1.

{!LANG-b959e2cb105022608fda034c4c08601b!}

{!LANG-23b125b9390ffc8d440e6270a7310604!}

{!LANG-f132de58d7571897ae9b82e36bc1cf2a!}{!LANG-d2a33790e5bf28b33cdbf61722a06989!} {!LANG-c899d989ea0e8035b8b9796e3aa35c43!}

table 2

{!LANG-f063ca073b71e95a04beee72b380efaf!}

{!LANG-83cddc0bcfdf849723412041f3dad06f!}

{!LANG-bf1e6f9a9fa64b64180681a6271f1ce7!}

terms of Use

{!LANG-7636f7a19a454c1bf59e8d490f839553!}

PTs-D0, PTs-D5 SSPTs-D0

PTs-D20 SSPTs-D20

1.5. {!LANG-b3e19da6a603ed30d79b44c100aede5c!}

1.6. {!LANG-37cf5df474e0ff9c5fb7868b0f2f0851!}

(Amended edition, Amendment No. 1).

Coarse aggregate fraction

5 to 10 or 3 to 10

From 5 (3) to 10 and St. 10 to 20

5 (3) to 10, st. 10 to 20 and St. 20 to 40

5 (3) to 10, st. 10 to 20, St. 20 to 40 and St. 40 to 80

5 (3) to 10, st. 10 to 20, St. 20 to 40, St. 40 to 80,

st. 80 to 120

{!LANG-8bcd9c1d95820b3fed7fc9dc4012aac8!}

{!LANG-e1e23f63f704b27541872ac161a34236!}

{!LANG-358d9a9d16cdc3edb2622197f60e242c!}

Table 5

{!LANG-904b027cffb4e8f9d60b5de6e17b350d!}

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{!LANG-f5d54f006530b4d6eecf810ee57ab12d!}

{!LANG-278137923ca6fa95794ac275c0f09899!}

{!LANG-b12954d069ef0d911eb210d4aa7a95bf!}

{!LANG-1062330c3b1d293404451f5513c3ee39!}

{!LANG-debef888bf2473371fa76450a2890bd4!}

{!LANG-23f95036997b30b82bd7713ac3d902e7!}

{!LANG-37aef7bc493b27810f14e61b02fdc9ce!}

{!LANG-c3517ed026ae3f322a1a2bdcaff36480!}

{!LANG-109ac9e777c22e90ac9f33f14decb81d!}

{!LANG-f8a3307c1fb6b2236d5d4b0c8c22fd53!}

{!LANG-3f1ab71fe83ca99a09db1cbc2adde449!}

{!LANG-c0846f464547db87754868f6e0e50bd7!}

{!LANG-a715e4fc69ae6026b17f2f8dcf9d3b91!}

(Amended edition, Amendment No. 1).

{!LANG-8453be311a95e4f3f7abd3c51bcb874e!}

{!LANG-94f0e761ba3275b91b508382cb0994a6!}

{!LANG-b92334955bcc33ef5f0ad54222c51878!}

{!LANG-be3cfe7de57e18ce54baf53c52482c3d!}

(Amended edition, Amendment No. 1).

{!LANG-428ae892b2af219649c005c462b86be1!}

{!LANG-ad02798d3e47974002b01b6f68c53a20!}

{!LANG-18b3e0b928d8e58fd7a28ab0d8a104ee!}

{!LANG-fb8c0410bad03aaed430cf5c89599922!}

{!LANG-574ee0b24d4d3961cb7de4b8df26253d!}{!LANG-ef54d7b68c07048d448ab25fc5a57fc4!} {!LANG-ec795840deb09e57376c9be23048b8c0!}

{!LANG-27c7ae88c48854f1b593dd4cd48af2fd!}

{!LANG-0bbb5cba1a4e85d51342bac039ed97a4!}

{!LANG-5ba95f26004c017a84eb373e4fcb0d4d!}

{!LANG-44908588d8a598ec1a73b90955e720e5!}

{!LANG-35750f4b54f46619c518cad018f235e8!}

{!LANG-d527d48d6a25772196960baa6ba94a45!}

{!LANG-7f7d138871fd0e2f83899ce9e74d9b01!} {!LANG-8d893c96bef03dbae0d4f08f9a2f7249!}{!LANG-264d5db96c73fff594501637bb81d264!}

{!LANG-12c1984a90671fe49bd228a6ce7c68bd!}

{!LANG-73fcaeda1218cd82e6c144829875cef1!}

{!LANG-37ca3bc2991b4aae58d9fa1dcb8d0541!}

{!LANG-f53792bcd55e79c336d1ae8990ea6d6d!}

(Amended edition, Amendment No. 1).

{!LANG-23b125b9390ffc8d440e6270a7310604!}

(Amended edition, Amendment No. 1).

3.9-3.10. (Introduced additionally. Amendment No. 1).

{!LANG-5c76d0328b1af96c7666057e2f9a4c8e!}

{!LANG-0f2bda113da85744622ddf03c5217a99!}

RATIO BETWEEN CONCRETE CLASSES FOR STRENGTH FOR COMPRESSION AND TENSION AND BRANDS

Table 6

* Average concrete strength R   calculated with coefficient of variation Vequal to 13.5%, and provision 95% for all types of concrete, and for massive hydraulic structures with a coefficient of variation V   equal to 17% ,   and security of 90%.

Table 6 (Amended edition, Amendment No. 1).

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{!LANG-0f2bda113da85744622ddf03c5217a99!}

{!LANG-9f0eb09e30a4b8a73184253db9588627!}

{!LANG-3bd9e9eca53246c302f938200de91f8e!}

{!LANG-c035558d3fb9b726721ea37a5359df05!}

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{!LANG-b9d8c0a34905be21b2a54e3b1a9db629!}

{!LANG-12ad37d691cced13975ff507713f6020!}

{!LANG-424b5af89b0f228da10fdf551e308ebe!}

{!LANG-38bde391c303e09aee166225f9f4089e!}

{!LANG-db66c20d5b68dd7fe1997535281e5a97!}

{!LANG-cf778e01372941dbbf3e5d4dd5a50cc2!}

{!LANG-e155fd61ef8fa12c8f1e782bd8cc1964!}

{!LANG-02128b0a26f74c46c0c07f09f961cf7f!}

{!LANG-5a13e6638be02bd11ad4dbc88a2ef727!}

{!LANG-9397db20bbdc5bf9fc7b1b63c10fedb9!}

{!LANG-c6e3ae6ab3331bcab3537f62b471e9d3!}

{!LANG-823f42ef6309e1ec9a016112dce6863c!}

1. Aggregates for concrete road and airfield coatings and substrates

{!LANG-ab731a69424ff9aae22923386ef9a281!}

{!LANG-78bd0fd3e4f1080002dec7196f9b6936!}

{!LANG-88f85568c4e383b6e4d731a528c657e2!}

{!LANG-4fc1f4aa2409af4c22f7479201e7a9ac!}

{!LANG-cf1534eb24a6b7c47bb9524d7bdadbd9!}

(Amended edition, Amendment No. 1).

{!LANG-0e48d227b2611fc8b955aa5eb2e960c0!}

2. Aggregates for concrete transport construction

{!LANG-eab5d5b4abcd152c32ead9da3ed1c6ca!}

{!LANG-68c1e34595011666d3bff26f000c083f!}

{!LANG-53228a5b73ed58decdf035880d457d31!}

{!LANG-1685ff1f90f1756247affa33229da0bd!}

{!LANG-1008138075cbad7eedf5ffdf95b6b853!}

{!LANG-d00e3ab8d7ed5120b3635e61a8e3671f!}

(Amended edition, Amendment No. 1).

{!LANG-1556a5e14a81c50000c0235ac261f2d7!}

(Amended edition, Amendment No. 1).

{!LANG-8f5ab59e300ba3331498998063e185d8!}

{!LANG-10c15f5c8717d587d4244cde76d02a3d!}

{!LANG-01879858be8175737bb25f9fa4e4e054!}

{!LANG-a4f1c1e834960c23a785b85b90843890!}{!LANG-131535634813a6cac3ad3cf0e131d8f9!}

{!LANG-c5fac340c5886aa1090f08443f1190fc!}

{!LANG-0a5dc9019c064017d9cb1657c78f3803!}

{!LANG-52046da2d165fd813a39b7266acaf8be!}

{!LANG-61120b389797b3e45076e5f67ceeef64!}

3. Aggregates for concrete hydraulic structures

{!LANG-1bda4418cf737b2aa243a8d346b37c0d!}

{!LANG-bc263efec85c45f2939aec08c01c3d6e!}

{!LANG-e9b0dfdabf63fae0485f0d7f76360f97!}

{!LANG-8de3bc4ebe1fb32546b4c6fa92bac63b!}

{!LANG-5bae7e84f741368cc2c53a008ab3c8db!}

{!LANG-7e070c2f1b34f8ca0448c37dc90b8b2c!}

SPECIFICATIONS

{!LANG-d353dd01ea2c08290d77e1e9f0adbb95!}

{!LANG-68efbee9ebc6118ebf922f1721f916c2!}

{!LANG-8de3bc4ebe1fb32546b4c6fa92bac63b!}

{!LANG-e3ce9c7729e5175fd9c683cff85d779c!}

{!LANG-8f91adebbc118955bf0a0c8718017c77!}

{!LANG-37aea06fcd3d2e8bfc1be72ea0e9bb4b!}

{!LANG-785f28c8e6a3cfb6ab9294d72f616daa!}

This standard applies to structural heavy and fine-grained concrete (hereinafter - concrete) used in all types of construction.

{!LANG-8d87f97a6ce3215dd180f4065b9ac589!}

{!LANG-b0534dae04e3108d724043f8b7035e40!}

{!LANG-f711d5bedef5814bac5ef2329feb7fcb!}

{!LANG-6c89703925327a59945b8b94dc1c6dcd!}

{!LANG-96ee4cc0ca122eb8b5b7b994f04002f2!}

{!LANG-2a738a66a4e712533648e2b98ac39d5b!}

The following classes are established for concrete:

{!LANG-ba702b1d98b9c55cc57b3ef6bf77a74d!}

Note. It is allowed to use concrete of intermediate classes in compressive strength B22.5 and B27.5;

By axial tensile strength: B t 0.4; B t 0.8; B t 1.2; B t 1.6; B t 2.0; B t 2.4; B t 2.8; B t 3.2; B t 3.6; B t 4.0;

{!LANG-6a6428e404fed85f387479fdea9b8f3b!}

Notes:

{!LANG-589f3481a9536bdd7b9c264079e839b4!}

{!LANG-29cc6429e38ffb61de751588e8810b01!}

{!LANG-a4571c7024dd44a8575517f0064591f8!}

{!LANG-fdc0cfd831fe9f2b9b0dfd26abc91650!}

{!LANG-33737e2046d599c14e02ff6ac0052534!}

{!LANG-1a571036bffef615b3244544c69b408b!}

{!LANG-75313b9c14233919e14829b499860045!}

{!LANG-28c92ac573c53ef27452ad540706b335!}

{!LANG-c4aa462f6d6fe2b4d842d52b6c23cfd6!}

{!LANG-5d3e883d5e4b4464a56399e0f62a1909!}

{!LANG-8e2a78c97bca0fbab0c0f192c3e1838d!}

{!LANG-68196ef58aacd9f8441bc1a5ddbdc5ae!}

{!LANG-cbb8ecb1bdc0c795fabb76d91f6bb617!}

{!LANG-ad7614a9cefd0869c2f25727e50f9a87!}

{!LANG-04455fd57595d920b6dfee0506f344b7!}

{!LANG-1232cdc021d9bec9b9324c6d21b7ccf5!}

{!LANG-acb027be63d2e8d902ec99164acc1a77!}

{!LANG-208bb25f67c7d044d0eb3dfb45bb31ab!}

{!LANG-9162fa4774ebdca9cca9b22e0fd72ca9!}

When choosing materials for the selection of concrete composition, a radiation-hygienic assessment of these materials should be made.

{!LANG-b66a671ddd5ee427d4cf7c899474188f!}

{!LANG-d189ab21bb206f37af9e379707623c2f!}

{!LANG-1acb8b6f47e2511fc92fced5403b4c88!}

{!LANG-2d4bc9553a585fe0d52d11d77833c5d1!}

{!LANG-7de1899b3d81568a0489182ccd9480aa!}

table 2

{!LANG-14499dc03ced03e5e5f3af7baced118a!}

2-5 - for bridge concrete and reinforced concrete structures;

5-6 - for covering the carriageway of bridges.

{!LANG-981499f3da511f23357a1c79833af42c!}

Table 3

Notes:

{!LANG-05dd80ecd1886d8f93c2be15b7e4caaa!}

{!LANG-a65b34b6befb4ec8a3aa545eaa3c9260!}

{!LANG-88d1beb13d51c37994bfb9ee2831b804!}

1.5. Binder Requirements

{!LANG-13b1d9db5c228e6a6c17fdafb28fca99!}

{!LANG-57e89673e975143ebb526794c18114ed!}

{!LANG-befa6d3b48da566c73dd73e018b7985b!}

The use of pozzolanic cements for the production of precast concrete structures without a feasibility study is not allowed.

{!LANG-33cb7836605359dfefe91b7cec3aa1f7!}

{!LANG-d3bebeebffe53214801299d2143b97aa!}

{!LANG-ae7387389bf1746df80e15564edb80dd!}

For concrete road foundations, the use of slag Portland cement in accordance with GOST 10178 is allowed.

{!LANG-a39105cbf7ce902c486fd6eb84cf9f90!}

1.6. Placeholder Requirements

{!LANG-5a4515008a5188eec68905b597839fd9!}

{!LANG-524981cafce39a15db6fd204551aa5ff!}

{!LANG-2c83eba734c0637672bb1382e8b3c642!}

{!LANG-1d2d1f155e55dbb65fafa32d66139955!}

{!LANG-e90a7ece2f548df38a0d9a85e44dcef1!}

{!LANG-2c83eba734c0637672bb1382e8b3c642!}

{!LANG-677f9d7212f354041717bb4a89a3ae04!}

Note. The use of aggregate fractions with grain sizes from 3 to 10 mm is allowed if sand with a particle size of not more than 2.5 is used as a fine aggregate.

It is allowed to use large aggregates in the form of a mixture of two adjacent fractions that meet the requirements of Table. 4.

Table 5

{!LANG-13c05608c3d234132c2bb65c6a2ab012!}

Mark of crushed stone from natural stone should not be lower:

300 - for concrete of class B15 and below;

{!LANG-7aa385c866d13c9a821c1bf92531b2ff!}

{!LANG-c215cc9401047005f0f1fd8dac859584!}

{!LANG-4038a3ff849dabc0c24cc1f1ab1a3b2b!}

{!LANG-eafc8ec083f5ed16b6c59967fad1f276!}

Grades of gravel and gravel from gravel should not be lower:

600 - for concrete of class B22.5 and below;

{!LANG-a1e6d1e0941b8e94fbd55b4bebc1ae3a!}

1000 "" class B30 and above.

5 - for concrete of classes B40 and B45;

{!LANG-544f81f956179f4932e76df3dd4bbc9d!}

15 "" class B15 and below.

{!LANG-68c3d7465bb8d7bde14b99ac72db5577!}

{!LANG-298d811fd2d90d45af3a8e2b4f377706!}

{!LANG-f8484f1e951ac9fac6b567c1aa92d8bb!}

{!LANG-788d6bffe405039dfa61b5e790236b78!}

{!LANG-c0ec7ba05ecb3398f2f2b37bf17a3cb9!}

{!LANG-97a6e895083552067c7dcd1b14b91234!}

{!LANG-f4f7f0e670620707a4f764a08c3c5e59!}

{!LANG-c2021b0c5aae74a452edcae0d73e1321!}

Permissible content of rocks and minerals classified as harmful impurities in aggregates:

{!LANG-a4f343ec5f728a09d5b4b6e0ea651331!}

{!LANG-e4285e5511a732f5b54753eab9294a76!}

{!LANG-125acdae034f540c0fff6f263740276f!}

{!LANG-153b7679416847d1023f21f68f6daec7!}

{!LANG-ad59c435aafe3075545d8734ae61d2b5!}

{!LANG-9c4b7fd79c0c4ae5a80e5093547d89c5!}

{!LANG-8fb970ab8df0841cd1e1dbf4cca5b439!}

{!LANG-8a227e88c898419b418e4c09709868d4!}

{!LANG-9c246206dc1efdafcfeab71edecfcbe4!}

Coal - not more than 1% by weight.

{!LANG-bce7c62f99ba1a1ef3c8c08f23b2122f!}

{!LANG-7d3f02afe6ce4eaeb8ac39bb65f16973!}

{!LANG-2feeba287e897f0a1a92eca165b3c7f7!}

{!LANG-2c83eba734c0637672bb1382e8b3c642!}

{!LANG-cb4bb903d6c5f23afc4f66b67ee5dd69!}

{!LANG-419945f815beff0608ddca6e8536b459!}

{!LANG-09a35d5bcec13da36ad4b069eea29ca4!}

{!LANG-2c83eba734c0637672bb1382e8b3c642!}

{!LANG-f2492a9b8aac3907c84699614ec6b8be!}

{!LANG-d6a954ffe6551605ef63447cb2e61cd0!}

{!LANG-86e237be3764a8a13b8a243e487fcf71!}

2. ACCEPTANCE

{!LANG-12998375788cdabe7b9cff3af1363d44!}

{!LANG-cdee374ca78eac350b697d2bcc679dfa!}

{!LANG-79896513587072d6facb8e4e1b275f2c!}

{!LANG-2c83eba734c0637672bb1382e8b3c642!}

{!LANG-239e9f497c2f5fcd8b180cdc00556a63!}

{!LANG-addfb3068d9edf24ad91310852937d8b!}

If necessary, concrete is evaluated in terms of humidity, shrinkage deformation, creep, endurance, heat release, prismatic strength, elastic modulus, Poisson's ratio, protective properties of concrete in relation to reinforcement and other standardized parameters in accordance with the requirements of standards and technical conditions for concrete of concrete structures kind of.

{!LANG-7e086fe8a23e06389f57613ae383a4f6!}

{!LANG-760273a37851e29b566051f86c930cb0!}

3. CONTROL METHODS

{!LANG-157a734f3f49418c190fa27d24bc3499!}

{!LANG-90db005dac7b97908655c5c50a5bdb8c!}

{!LANG-2930ae3ed25f850a8722579f6da89561!}

{!LANG-e00963a782506ba1680c1c4c5156fc54!}

{!LANG-cce1cf5ff3b78b899cf822b9386d9340!}

{!LANG-2e3ea137f2dfbfe14d28438f54b5366f!}

{!LANG-977dabfd9bca58ed41f3770ece457d77!}

{!LANG-1c9349939b9a9dc9130f2d7c7f90e052!}

{!LANG-1c588837bc6cd3bf95aaed1f1b8570a0!}

{!LANG-8d0c1917b10f1b229bec1753331e7088!}

{!LANG-bf7fb776a270126d8865a3ad265c078f!}

{!LANG-dec0ab95f09916a3391f2d85717d8a20!}

{!LANG-8d713fcb07455efdaa252597ddad7685!}

{!LANG-d3f88951acbb30080707f1252515d187!}

{!LANG-0c6e5a0bc10a47d705eff51334022acd!}

{!LANG-a58347e7916e2bedfcb7559c11350c23!}

{!LANG-8c477cf7e43491b6bdd3628d9cbf56e0!}

{!LANG-0b68989a11dcb0f1704370414e3f5306!}

{!LANG-e23d8d1dad36eda60187e954a3425986!}

{!LANG-b0a32fa464cefa829570bd013275eb2a!}

{!LANG-963b8ad5b134df3a8b4b292d122ff079!}

{!LANG-e53fb4246c64f0b7b8662257c288b04c!}

{!LANG-7dfd107d29eb2865154f1b7a275774f0!}

{!LANG-20adc65aeca5cbf09d0987d4370c7724!}

Table 6

{!LANG-954095b6eb225f235f387a3cd0b62246!}

{!LANG-afb55555858ad29f59aff4cab0d0fa01!}

{!LANG-040e21d301939fa16a0b879b2fbf4420!}

Axial tension

Bending tensile

{!LANG-e7670bcdb2028c69c7be8caf86e868c9!}

{!LANG-2c83eba734c0637672bb1382e8b3c642!}

{!LANG-6507529d1f0236c4b811162e8280c40b!}

{!LANG-a10f123ef53c5c678f89a3faec020487!}

{!LANG-b7cdf2080d61ca2a96a1d85c661af292!}

{!LANG-bae856f6b39eea86f7534ca0a677fb92!}

Decrease in strength and durability of concrete;

{!LANG-e416e5342786d84659eba80dd2fe87bd!}

Corrosion reinforcement in concrete.

{!LANG-280eb2beb3b77c9418d588bdbc4426e6!}

{!LANG-ef1e3c8275cf4527ebf3b12f1dd0d7ac!}

{!LANG-a9161eaf414cd4a2a5d530f34ec40593!}

Sulfur, sulfides (pyrite, marcasite, pyrrhotite, etc.);

Sulfates (gypsum, anhydrite, etc.);

Magnetite, iron hydroxides (goethite, etc.).

{!LANG-2ef5f0058035312536c152ade840dd63!}

{!LANG-64c7168088946d6e0d425b84f1936277!}

{!LANG-6e775d4adf12b843c13f838e66c6fabc!}

{!LANG-11626f06f7ceaa7cdbf22fdac65ee1f7!}

{!LANG-7bf24b708253a07f12686f08f00c8c59!}

{!LANG-6f7e0065cdec8b64f37e6dd9ffaa38c5!}

{!LANG-7d0e82fbf03998c9c2aca54645b4e0e5!}

{!LANG-d4bc1b1162ae97c00e9e744e3f0ebcad!}

2 - for single-layer and upper layer of two-layer road surfaces;

{!LANG-58dd7d7b0a5b253f108ca03affa22b03!}

{!LANG-773be7680dcd992ddbea20a4c3d3aa21!}

Table 7

{!LANG-093e76ef529513d044ef2955b07c0f9b!}

Table 8

{!LANG-15eadf81cd75e30805d96aa3c32e244c!}

Table 9

{!LANG-fe0aa8bae100dbc8a4dcfb0cf1586191!}

Table 10

{!LANG-2223c7464c390542ca32782ba147b12a!}

1 - concrete of bridge spans, bridge structures of a zone of variable water level, culverts, concrete sleepers, contact network supports, communication and automatic blocking lines, power transmission line supports;

2 - concrete monolithic supports of bridges and foundations of culverts located outside the level of the zone of variable water level.

{!LANG-2bca5fd01ec03de65cd004e8c3e0d900!}

{!LANG-5102e1c25230f9d8798e199d0111e1cb!}

{!LANG-a024b2967a61380b87f34f762ae90ea2!}

{!LANG-671a7a0b98727e87c74867ad7c207e26!}

2.6. The use of gravel is not allowed for concrete:

{!LANG-8116728acb453c38b61cc3c4738b0437!}

{!LANG-ba5431c76e164760f876487b53af9e83!}

{!LANG-f6c8529ea0df5c63c77801672394115b!}

{!LANG-694ed62c58e93a0d9370c1591da81195!}

2 - for concrete spans and bridge structures operated in conditions of variable water level.

{!LANG-a877f78b84b46f7ebacc9b2a51961407!}

{!LANG-096801c5c24170ecc0c87f89689c9701!}

From 120 to 150 mm;

{!LANG-76400a7984ba120378f107847a0e89dc!}

{!LANG-39497bd83a5ddbc307b6cc63542a22da!}

{!LANG-e9ee52f856b697b945c9021362711810!}

2 - for the underwater and internal zones.

{!LANG-c6a86b6d7beff2fc62a1b69d4ff7d681!}

{!LANG-4b5fe9999fc89b05dbeb0073afd42612!}

{!LANG-a2464c7b280bbc1e30dc3c2471441ef5!}

{!LANG-6a62b5a9d2dd103018004c27917349e1!}

{!LANG-8c715c500f0875b83ca400e65439ccd5!}

{!LANG-a915466a67992fb7495d4fdd66e68703!}

{!LANG-398458ce30317f840b2573c8e8711c62!}

1,0 "" "sedimentary rocks.

{!LANG-5510d8e3ef55a571f9e3070ea8e43da6!}

{!LANG-0176f9d7d7972ff4882d9fc90f954160!}

2.0 "" "sedimentary rocks.

{!LANG-14cb2b3e6e8e39290515599649f0d7a0!}

{!LANG-cf521229da1c2cd77041ed051b549cc8!}

{!LANG-cbf9edef0cd96546eb33366ad061a2b6!}

{!LANG-89fd2d6d468d5de1b59d09bb9e924896!}

Table 11

For concrete hydraulic structures with standardized frost resistance F300 and higher and concrete of a variable level zone, the use of gravel as a large aggregate is allowed only after concrete has been tested for frost resistance.

{!LANG-4fb35acd9aa97988763034c987fb8fcf!}

{!LANG-c88fc4e51f0a9a3eb26d29186474ec2c!}

2 - for concrete zone variable water level;

3 "surface concrete;

{!LANG-e57500db9b717aa7c0ad646a968f9bb9!}

For concrete hydraulic structures, the use of fine aggregate with clay in the form of separate lumps is not allowed.

{!LANG-f9a910da9ef7e767ab290d22f1049ed5!}

2 "" surface zone;

3 "" underwater and internal zones.

{!LANG-b354b67eddaabebc7114d1f243bba0fa!}

{!LANG-818f4e2a1978d3db5fb3643cb3e9b417!}

2 - for concrete pressure pipes;

{!LANG-5aeb3b991eaf6001f02ce193cf37e8ff!}

{!LANG-82fae3bb6cea0f5a1d9672a28c485d86!}

{!LANG-00c2c1d770ee484d9eb7152e2536af56!}

{!LANG-0d729496cc3d81fc5c24b443da83999b!}

{!LANG-fa34b58a1fca242435b816b0d95f20ea!}

{!LANG-afa0d3d5e0663c6527b643dfb5d361e4!}

{!LANG-f9566b914b23d776451ded40d9db789b!}

{!LANG-5172b5a0e5182c5f63c9d8bd89740630!}

{!LANG-7743ce76468fe363c9d22ab45f6b6163!}

{!LANG-92c671ea5d5b962d30894800aa5b7251!}

{!LANG-2a1e4017c32f44637e91ad6bbfc76bf5!}

{!LANG-f0e5a46c342e13f8bb089932a236be00!}

{!LANG-09aeee308e789ca6ad467ca63a8f5504!}

{!LANG-8c2eee4130a13ad73dba1536d62bde3e!}

{!LANG-08201ce264b22a4e7ea2faac860ab0c9!}

{!LANG-2540335188e40fb4ce8f599ba6d3a0d6!}

{!LANG-a7c6e0f3f3e091b0b75d576de7929e2f!}

{!LANG-012485c76982a3c65f68a2ad1aa62402!}

{!LANG-7f0ce680526faaa912e91744fb57fcb0!}

{!LANG-2eab62e42d1ca3a98986917f1d049ce6!}

{!LANG-8b6f2405084dc0f14b6b72635d18ad06!}

Table 1a

{!LANG-e7442c429f16106641d4789347677b97!}

Table 1

{!LANG-bf45187c0ff64c5e52ca54f53157eaad!}

{!LANG-16a856f3eee8822ab43eaa39a1ec8d6f!}

{!LANG-1e3be0062bac6fb36b24eb5be6d14660!}

{!LANG-c859e1a6d74bfdffc1ffc94dc5542ebc!}

{!LANG-ece67bd33365754c7abe1dc404beaa56!}

{!LANG-7c1b27062de566ef46a23a60b6b1fedb!}

{!LANG-dbf11ef57577c3145960b7a7a9060d48!}

{!LANG-ec45caefb2b558af18dc68e16af3b9a6!}

{!LANG-c051b0ab82721b24618e2421dfdb6d47!}

{!LANG-00274d4e93dd6b0456468e971641f99a!}

{!LANG-8e67774ca7e4a302c30e5636b5f553c1!}

{!LANG-0d3df49e16164e3d3327f4fdaf1283b4!}

{!LANG-2e366e879a301e2a147a37797b5faa6a!}