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SNiP 3.03.01-87 Load-bearing and enclosing structures
BUILDING REGULATIONS
CARRIERS
AND ENCLOSING STRUCTURES
SNiP 3.03.01-87
STATE CONSTRUCTION COMMITTEE OF THE USSR
MOSCOW 1989
DEVELOPED BY TsNIIOMTP Gosstroy of the USSR (Doctor of Technical Sciences V.D. Topchiy; Candidates of Technical Sciences Sh.L. Machabeli, R.A. Kagramanov, B.V. Zhadanovsky, Yu.B. Chirkov, V.V. Shishkin , N. I. Evdokimov, V. P. Kolodiy, L. N. Karnaukhova, I. I. Sharov; Doctor of Technical Sciences K. I. Bashlay; A. G. Prozorovsky); Scientific Research Institute of Reinforced Concrete Construction of the USSR State Construction Committee (Doctor of Technical Sciences B. A. Krylov; Candidates of Technical Sciences O. S. Ivanova, E. N. Malinsky, R. K. Zhitkevich, B. P. Goryachev, A. V. Lagoida, N. K. Rosenthal, N. F. Shesterkina, A. M. Fridman; Doctor of Technical Sciences V. V. Zhukov); VNIPIPromstalkonstruktsiya Ministry of Montazhspetsstroy USSR (B. Ya. Moizhes, B. B. Rubanovich), TsNIISK im. Kucherenko of the USSR State Construction Committee (Doctor of Technical Sciences L. M. Kovalchuk; Candidates of Technical Sciences V. A. Kameyko, I. P. Preobrazhenskaya; L. M. Lomova); TsNIIProektstalkonstruktsii of the USSR State Construction Committee (B. N. Malinin; Candidate of Technical Sciences V. G. Kravchenko); VNIIMontazhspetsstroy Ministry of Montazhspetsstroy USSR (G. A. Ritchik); TsNIIEP housing of the State Committee for Architecture (S. B. Vilensky) with the participation of the Donetsk Industrial Construction Project, Krasnoyarsk Industrial Construction Project of the USSR State Construction Committee; Gorky Civil Engineering Institute named after. Chkalova State Committee USSR by public education; VNIIG named after. Vedeneev and Orgenergostroy of the USSR Ministry of Energy; TsNIIS Ministry of Transport of the USSR; Aeroproject Institute of the USSR Ministry of Civil Aviation; NIIMosstroy of the Moscow City Executive Committee.
INTRODUCED BY TsNIIOMTP Gosstroy USSR.
PREPARED FOR APPROVAL by the Department of Standardization and Technical Standards in Construction of the USSR State Construction Committee (A.I. Golyshev, V.V. Bakonin, D.I. Prokofiev).
With the entry into force of SNiP 3.03.01-87 “Load-bearing and enclosing structures” the following become invalid:
Chapter SNiP III-15-76 “Concrete and reinforced concrete structures monolithic";
SN 383-67 “Instructions for the production and acceptance of work during the construction of reinforced concrete tanks for oil and petroleum products”;
Chapter SNiP III-16-80, “Prefabricated concrete and reinforced concrete structures”;
SN 420-71 “Instructions for sealing joints during installation building structures»;
chapter SNiP III-18-75 " Metal constructions"In terms of installation of structures";
paragraph 11 of “Changes and additions to chapter SNiP III-18-75 “Metal structures”, approved by Decree of the USSR State Construction Committee dated April 19, 1978 No. 60;
chapter SNiP III-17-78 “Stone structures”;
chapter SNiP III-19-76 “Wooden structures”;
SN 393-78 “Instructions for welding joints and embedded parts of reinforced concrete structures.”
When using a regulatory document, you should take into account approved changes to building codes and regulations and state standards, published in the journal “Bulletin of Construction Equipment”, “Collection of changes to building regulations and rules" of the USSR State Construction Committee and information index“State standards of the USSR” of the State Standard of the USSR.
SNiP 3.03.01-87
BUILDING REGULATIONS
CARRIERS AND ENCOUNTERS
CONSTRUCTIONS
Date of introduction 1988-07-01
DEVELOPED BY TsNIIOMTP Gosstroy of the USSR (Doctor of Technical Sciences V.D. Topchiy; Candidates of Technical Sciences Sh.L. Machabeli, R.A. Kagramanov, B.V. Zhadanovsky, Yu.B. Chirkov, V.V. Shishkin , N.I. Evdokimov, V.P. Kolodiy, L.N. Karnaukhova, I.I. Sharov; Doctor of Technical Sciences K.I. Bashlay; A.G. Prozorovsky); Research Institute for Reinforced Concrete Construction of the USSR State Construction Committee (Doctor of Technical Sciences B.A. Krylov; Candidates of Technical Sciences O.S. Ivanova, E.N. Malinsky, R.K. Zhitkevich, B.P. Goryachev, A.V. Lagoida, N.K. Rosenthal, N.F. Shesterkina, A.M. Fridman; Doctor of Technical Sciences V.V. Zhukov); VNIPIPromstalkonstruktsiya Ministry of Montazhspetsstroy USSR (B.Ya. Moizhes, B.B. Rubanovich), TsNIISK im. Kucherenko of the USSR State Construction Committee (Doctor of Technical Sciences L.M. Kovalchuk; Candidates of Technical Sciences V.A. Kameyko, I.P. Preobrazhenskaya; L.M. Lomova); TsNIIProektstalkonstruktsii of the USSR State Construction Committee (B.N. Malinin; Candidate of Technical Sciences V.G. Kravchenko); VNIIMontazhspetsstroy Ministry of Montazhspetsstroy USSR (G.A. Ritchik); TsNIIEP housing of the State Committee for Architecture (S.B. Vilensky) with the participation of the Donetsk Industrial Construction Project, Krasnoyarsk Industrial Construction Project of the USSR State Construction Committee; Gorky Civil Engineering Institute named after. Chkalov of the USSR State Committee for Public Education; VNIIG named after. Vedeneev and Orgenergostroy of the USSR Ministry of Energy; TsNIIS Ministry of Transport of the USSR; Aeroproject Institute of the USSR Ministry of Civil Aviation; NIIMosstroy of the Moscow City Executive Committee.
INTRODUCED BY TsNIIOMTP Gosstroy USSR.
PREPARED FOR APPROVAL by the Department of Standardization and Technical Standards in Construction of the USSR State Construction Committee (A.I. Golyshev, V.V. Bakonin, D.I. Prokofiev).
APPROVED by resolution of the State construction committee USSR dated December 4, 1987 No. 280
With the entry into force of SNiP 3.03.01-87 “Load-bearing and enclosing structures” the following become invalid:
chapter SNiP III-15-76 "Concrete and reinforced concrete monolithic structures";
SN 383-67 "Instructions for the production and acceptance of work during the construction of reinforced concrete tanks for oil and petroleum products";
chapter SNiP III-16-80 “Prefabricated concrete and reinforced concrete structures”;
SN 420-71 "Instructions for sealing joints during installation of building structures";
chapter on the installation of structures";
paragraph 11 of Amendments and additions to chapter SNiP III-18-75 “Metal structures”, approved by Decree of the USSR State Construction Committee dated April 19, 1978 No. 60;
chapter SNiP III-17-78 | Stone structures";
chapter SNiP III-19-76 "Wooden structures";
SN 393-78 "Instructions for welding connections of reinforcement and embedded parts of reinforced concrete structures."
1. GENERAL PROVISIONS
1.1. These norms and rules apply to the production and acceptance of work performed during the construction and reconstruction of enterprises, buildings and structures in all sectors of the national economy:
during the construction of monolithic concrete and reinforced concrete structures from heavy, especially heavy, porous aggregates, heat-resistant and alkali-resistant concrete, during shotcrete and underwater concreting work;
in the manufacture of prefabricated concrete and reinforced concrete structures on a construction site;
during installation of prefabricated reinforced concrete, steel, wooden structures and structures made of lightweight, efficient materials;
when welding installation connections of building steel and reinforced concrete structures, connections of reinforcement and embedded products of monolithic reinforced concrete structures;
during the construction of stone and reinforced concrete stone structures made of ceramic and sand-lime brick, ceramic, silicate, natural and concrete stones, brick and ceramic panels and blocks, concrete blocks.
The requirements of these rules must be taken into account when designing structures of buildings and structures.
1.2. The work specified in clause 1.1 must be carried out in accordance with the project, as well as comply with the requirements of the relevant standards, building codes and rules for the organization construction production and safety precautions in construction, rules fire safety in the production of construction installation work, as well as the requirements of government supervisory authorities.
1.3. When constructing special structures - highways, bridges, pipes, tunnels, subways, airfields, hydraulic engineering, reclamation and other structures, as well as when constructing buildings and structures on permafrost and subsidence soils, undermined areas and in seismic areas, one must additionally be guided by the requirements of the relevant regulatory and technical documents.
1.4. Work on the construction of buildings and structures should be carried out according to an approved work execution plan (WPP), in which, along with general requirements SNiP 3.01.01-85 must provide for: the sequence of installation of structures; measures to ensure the required installation accuracy; spatial immutability of structures during their enlarged assembly and installation in the design position; stability of structures and parts of a building (structure) during construction; degree of enlargement of structures and safe conditions labor.
The combined installation of structures and equipment should be carried out according to the work plan, which contains the procedure for combining work, interconnected diagrams of installation tiers and zones, and lifting schedules for structures and equipment.
If necessary, additional measures should be developed as part of the PPR technical requirements, aimed at increasing the construction manufacturability of constructed structures, which must be in in the prescribed manner agreed upon with the organization that developed the project and included in the as-built working drawings.
1.5. Data on construction and installation work should be entered daily into the logs of work on the installation of building structures (mandatory Appendix 1), welding work(mandatory annex 2), anti-corrosion protection welded joints(mandatory appendix 3), embedding installation joints and assemblies (mandatory appendix 4), making installation connections on bolts with controlled tension (mandatory appendix 5), and also recording their position on geodetic as-built diagrams during the installation of structures.
1.6. Structures, products and materials used in the construction of concrete, reinforced concrete, steel, wood and stone structures must meet the requirements of the relevant standards, technical specifications and working drawings.
1.7. Transportation and temporary storage of structures (products) in the installation area should be carried out in accordance with the requirements of state standards for these structures (products), and for non-standardized structures (products) the requirements should be met:
structures should, as a rule, be in a position corresponding to the design (beams, trusses, slabs, wall panels, etc.), and if this condition cannot be met, in a position convenient for transportation and transfer for installation (columns, flights of stairs etc.) provided that their strength is ensured;
structures must be supported by stock pads and gaskets rectangular section located in the places specified in the project; the thickness of the gaskets must be at least 30 mm and at least 20 mm higher than the height of the sling loops and other protruding parts of the structures; When multi-tiered loading and storage of similar structures, linings and gaskets should be located on the same vertical line lifting devices(hinges, holes) or in other places indicated in the working drawings;
structures must be securely fastened to protect them from overturning, longitudinal and lateral displacement, and mutual impacts against each other or against the structure Vehicle; fastenings must ensure the possibility of unloading each element from vehicles without disturbing the stability of the others;
textured surfaces must be protected from damage and contamination;
fittings outlets and protruding parts must be protected from damage; factory markings must be accessible for inspection;
small parts for installation connections should be attached to the shipping elements or sent simultaneously with the structures in containers equipped with tags indicating the brands of parts and their number; these parts should be stored under cover;
fasteners should be stored indoors, sorted by type and brand, bolts and nuts - by strength classes and diameters, and high-strength bolts, nuts and washers - by batch.
1.8. When storing structures, they should be sorted by brand and laid taking into account the order of installation.
1.10. To ensure the safety of wooden structures during transportation and storage, inventory devices (cradles, clamps, containers, soft slings) should be installed in places where the structures support and come into contact with metal parts soft pads and linings, as well as protect them from exposure to solar radiation, alternate wetting and drying.
1.11. Prefabricated structures should be installed, as a rule, from vehicles or enlargement stands.
1.12. Before lifting each mounting element, you must check:
compliance with its design brand;
condition of embedded products and installation marks, absence of dirt, snow, ice, damage to finishing, primer and paint;
availability at the workplace of the necessary connecting parts and auxiliary materials;
correctness and reliability of securing load-handling devices;
and also equip it with scaffolding means, stairs and fences in accordance with the PPR.
1.13. The slinging of the mounted elements should be carried out in the places indicated in the working drawings, and their lifting and delivery to the installation site should be ensured in a position close to the design one. If it is necessary to change the slinging locations, they must be agreed upon with the organization that developed the working drawings.
It is prohibited to sling structures in arbitrary places, as well as behind reinforcement outlets.
Slinging schemes for enlarged flat and spatial blocks must ensure their strength, stability and immutability during lifting geometric dimensions and forms.
1.14. The mounted elements should be lifted smoothly, without jerking, swinging or rotating, usually using guy ropes. When lifting vertically located structures, use one guy rope, horizontal elements and blocks - at least two.
The structures should be lifted in two steps: first to a height of 20-30 cm, then, after checking the reliability of the sling, further lifting is carried out.
1.15. When installing mounting elements, the following must be provided:
stability and immutability of their position at all stages of installation;
safety of work;
accuracy of their position using constant geodetic control;
strength of installation connections.
1.16. Structures should be installed in the design position according to accepted guidelines (marks, pins, stops, edges, etc.).
Structures that have special mortgages or other fixing devices must be installed on these devices.
1.17. The installed mounting elements must be securely fastened before unfastening.
1.18. Until the verification and reliable (temporary or design) fastening of the installed element is completed, it is not allowed to support the overlying structures on it, unless such support is provided for by the PPR.
1.19. In the absence of special requirements in the working drawings, maximum deviations in the alignment of landmarks (edges or marks) when installing prefabricated elements, as well as deviations from the design position of completed installation (construction) structures should not exceed the values given in the relevant sections of these rules and regulations.
Deviations for the installation of mounting elements, the position of which may change during their constant fastening and loading with subsequent structures, must be assigned in the PPR in such a way that they do not exceed the limit values after completion of all installation work. If there are no special instructions in the PPR, the deviation of elements during installation should not exceed 0.4 of the maximum deviation for acceptance.
1.20. Usage installed structures for attaching cargo pulleys, outlet blocks and other load-lifting devices to them is allowed only in cases provided for by the PPR and, if necessary, agreed upon with the organization that made the working drawings of the structures.
1.21. Installation of building structures (structures) should, as a rule, begin with a spatially stable part: a bond cell, a stiffening core, etc.
Installation of structures of buildings and structures of large length or height should be carried out in spatially stable sections (spans, tiers, floors, temperature blocks, etc.).
1.22. Production control the quality of construction and installation work must be carried out in accordance with SNiP 3.01.01-85.
The following documentation must be presented during acceptance inspection:
as-built drawings with introduced (if any) deviations made by the enterprise - the manufacturer of the structures, as well as the installation organization, agreed upon with the design organizations - developers of the drawings, and documents on their approval;
factory technical passports on steel, reinforced concrete and wooden structures;
documents (certificates, passports) certifying the quality of materials used in construction and installation work;
certificates of inspection of hidden work;
acts of intermediate acceptance of critical structures;
executive geodetic diagrams of the position of structures;
work logs;
documents on quality control of welded joints;
certificates of testing of structures (if tests are provided for by additional rules of these rules and regulations or working drawings);
other documents specified in additional rules or working drawings.
1.23. It is allowed in projects, with appropriate justification, to assign requirements for the accuracy of parameters, volumes and control methods that differ from those provided for by these rules. At the same time, the accuracy geometric parameters structures should be assigned based on accuracy calculations according to GOST 21780-83.
2. CONCRETE WORK
MATERIALS FOR CONCRETE
2.1. The selection of cements for preparing concrete mixtures should be made in accordance with these rules (recommended Appendix 6) and GOST 23464-79. Acceptance of cements should be carried out in accordance with GOST 22236-85, transportation and storage of cements - in accordance with GOST 22237-85 and SNiP 3.09.01-85.
2.2. Fillers for concrete are used fractionated and washed. It is prohibited to use a natural mixture of sand and gravel without sifting into fractions (mandatory appendix 7). When choosing aggregates for concrete, materials from local raw materials should be used predominantly. To obtain the required technological properties of concrete mixtures and operational properties For concrete, chemical additives or their complexes should be used in accordance with mandatory Appendix 7 and recommended Appendix 8.
CONCRETE MIXTURES
2.3. Dosing of concrete mixture components should be done by weight. It is allowed to dose additives introduced into the concrete mixture in the form of aqueous solutions by volume of water. The ratio of components is determined for each batch of cement and aggregates when preparing concrete of the required strength and mobility. The dosage of components should be adjusted during the preparation process. concrete mixture taking into account data from monitoring indicators of cement properties, humidity, granulometry of aggregates and strength control.
2.4. The order of loading components and the duration of mixing the concrete mixture must be established for specific materials and conditions of the concrete mixing equipment used by assessing the mobility, uniformity and strength of concrete in a specific batch. When introducing pieces of fibrous materials (fibers), it is necessary to provide a method for their introduction so that they do not form lumps and inhomogeneities.
When preparing a concrete mixture using separate technology, the following procedure must be observed:
water, part of the sand, finely ground mineral filler (if used) and cement are dosed into a running high-speed mixer, where everything is mixed;
the resulting mixture is fed into a concrete mixer, pre-loaded with the rest of the aggregates and water, and everything is mixed again.
2.5. Transportation and supply of concrete mixtures should be carried out using specialized means that ensure the preservation of the specified properties of the concrete mixture. It is prohibited to add water at the site of laying the concrete mixture to increase its mobility.
2.6. The composition of the concrete mixture, preparation, acceptance rules, control methods and transportation must comply with GOST 7473-85.
2.7. Requirements for the composition, preparation and transportation of concrete mixtures are given in table. 1.
Table 1
|
Parameter |
Parameter value |
|
|
1. Number of fractions of coarse aggregate at grain size, mm: |
Measuring according to GOST 10260-82, work log |
|
|
At least two |
||
|
At least three |
||
|
2. Largest aggregate size for: |
||
|
reinforced concrete structures |
No more than 2/3 of the smallest distance between reinforcement bars |
|
|
thin-walled structures |
No more than 1/2 the thickness of the slab No more than 1/3-1/2 of the thickness of the product |
|
|
when pumping with a concrete pump: |
No more than 0.33 internal diameter of the pipeline |
|
|
including grains largest size flakied and needle-shaped |
No more than 15% by weight |
|
|
when pumping through concrete pipelines, sand content |
Measuring according to GOST 8736-85, work log |
|
|
particle size less than, mm: |
||
LAYING CONCRETE MIXTURES
2.8. Before concreting rock foundations, horizontal and inclined concrete surfaces working joints must be cleared of debris, dirt, oil, snow and ice, cement film, etc. Immediately before laying the concrete mixture, the cleaned surfaces must be washed with water and dried with a stream of air.
2.9. All structures and their elements that are covered during subsequent work (prepared structural foundations, reinforcement, embedded products, etc.), as well as the correct installation and fastening of the formwork and its supporting elements must be accepted in accordance with SNiP 3.01.01-85.
2.10. Concrete mixtures should be laid in concrete structures in horizontal layers of equal thickness without breaks, with a consistent direction of laying in one direction in all layers.
2.11. When compacting the concrete mixture, it is not allowed to rest vibrators on reinforcement and embedded products, ties and other formwork fastening elements. The depth of immersion of the deep vibrator into the concrete mixture should ensure its deepening into the previously laid layer by 5 - 10 cm. The step of rearrangement of deep vibrators should not exceed one and a half radius of their action, surface vibrators should ensure that the vibrator platform overlaps the border of the already vibrated area by 100 mm.
2.12. Laying the next layer of concrete mixture is allowed before the concrete of the previous layer begins to set. The duration of the break between laying adjacent layers of concrete mixture without forming a working joint is established by the construction laboratory. The top level of the laid concrete mixture should be 50 - 70 mm below the top of the formwork panels.
2.13. The surface of the working joints, arranged when laying the concrete mixture intermittently, must be perpendicular to the axis of the columns and beams being concreted, the surface of the slabs and walls. Concreting may be resumed once the concrete reaches a strength of at least 1.5 MPa. Working seams in agreement with design organization It is allowed to arrange during concreting:
columns - at the level of the top of the foundation, the bottom of the purlins, beams and crane consoles, the top crane beams, bottom of column capitals;
beams large sizes, monolithically connected to the slabs - 20 - 30 mm below the mark of the bottom surface of the slab, and if there are haunches in the slab - at the mark of the bottom of the haunch of the slab;
flat slabs - anywhere parallel to the smaller side of the slab;
ribbed floors - in a direction parallel to the secondary beams;
individual beams - within the middle third of the span of beams, in a direction parallel to the main beams (purlins) within the two middle quarters of the span of purlins and slabs;
arrays, arches, vaults, tanks, bunkers, hydraulic structures, bridges and other complex engineering structures and structures - in the places specified in the projects.
2.14. Requirements for laying and compacting concrete mixtures are given in table. 2.
table 2
|
Parameter |
Parameter value |
Control (method, volume, type of registration) |
|
1. Durability of surfaces concrete foundations when cleaning from cement film: |
Not less, MPa: |
Measuring according to GOST 10180-78, GOST 18105-86, GOST 22690.0-77, |
|
water and air jet |
work log |
|
|
mechanical wire brush |
||
|
hydrosandblasting or mechanical cutter |
||
|
2. The height of free dropping of concrete mixture into the formwork of structures: |
No more, m: |
Measuring, 2 times per shift, work log |
|
floors |
||
|
unreinforced structures |
||
|
lightly reinforced underground structures in dry and cohesive soils |
||
|
densely reinforced 3. Thickness of laid layers of concrete mixture: |
Measuring, 2 times per shift, |
|
|
when compacting the mixture with heavy suspended vertical vibrators |
5-10 cm less than the length of the working part of the vibrator |
work log |
|
when compacting the mixture with suspended vibrators located at an angle to the vertical (up to 30 degrees) |
No more than the vertical projection of the length of the working part of the vibrator |
|
|
when compacting the mixture with manual deep vibrators |
No more than 1.25 times the length of the working part of the vibrator |
|
|
when compacting the mixture with surface vibrators in structures: |
No more, see: |
|
|
unreinforced |
||
|
with single fittings |
||
|
with double" |
CURTINING AND CARE OF CONCRETE
2.15. IN initial period During hardening, concrete must be protected from precipitation or moisture loss, and then the temperature and humidity conditions must be maintained to create conditions that ensure an increase in its strength.
2.16. Measures for the care of concrete, the order and timing of their implementation, control over their implementation and the timing of stripping of structures must be established by the PPR.
2.17. Movement of people on concreted structures and installation of formwork on overlying structures is allowed after the concrete reaches a strength of at least 1.5 MPa.
TESTING OF CONCRETE DURING ACCEPTANCE OF STRUCTURES
2.18. Strength, frost resistance, density, water resistance, deformability, as well as other indicators established by the project, should be determined in accordance with the requirements of current state standards.
CONCRETE ON POROUS AGGREGATES
2.19. Concrete must meet the requirements of GOST 25820-83.
2.20. Materials for concrete should be selected in accordance with the mandatory Appendix 7, and chemical additives - with the recommended Appendix 8.
2.21. The selection of concrete composition should be made in accordance with GOST 27006-86.
2.22. Concrete mixtures, their preparation, delivery, laying and maintenance of concrete must meet the requirements of GOST 7473-85.
2.23. The main quality indicators of the concrete mixture and concrete must be controlled in accordance with Table. 3.
Table 3
|
Parameter |
Parameter value |
Control (method, volume, type of registration) |
|
1. Delamination, no more |
Measuring by GOST 10181.4-81, 2 times per shift, work log |
|
|
2. Strength of concrete (at the time of demoulding structures), not lower than: |
Measuring by GOST 10180-78 and |
|
|
thermal insulation |
GOST 18105-86, not |
|
|
structural and thermal insulation reinforced |
3.5 MPa, but not less than 50% of the design strength |
less than once for the entire volume of stripping, work log |
|
previously tense |
14.0 MPa, but not less than 70% of the design strength |
ACID-RESISTANT AND ALKALI-RESISTANT CONCRETE
2.24. Acid-resistant and alkali-resistant concrete must meet the requirements of GOST 25192-82. The compositions of acid-resistant concrete and the requirements for materials are given in Table. 4
Table 4
|
Material |
Quantity |
Material requirements |
|
1. Binder - liquid glass: |
1.38-1.42 (specific gravity) s |
|
|
sodium |
Not less than 280 kg/cub.m (9-11% by weight) |
silica module 2.5-2.8 |
|
potassium |
1.26-1.36 (specific gravity) with silica module 2.5-3.5 |
|
|
2. Hardening initiator - sodium fluoride silico: |
From 25 to 40 kg/cub.m (1.3-2% by weight) |
|
|
including for concrete: |
||
|
acid-resistant (KB) |
8-10% of the mass of sodium liquid glass |
|
|
acid-water-resistant (KVB) |
18-20% of the mass of sodium liquid glass or 15% of the mass of potassium liquid glass |
|
|
3. Finely ground fillers - andesite, diabase or basalt flour |
1.3-1.5 times more liquid glass consumption (12-16%) |
Acid resistance not lower than 96%, grinding fineness corresponding to a residue of no more than 10% on sieve No. 0315, humidity not more than 2% |
|
4. Fine aggregate - quartz sand |
2 times more liquid glass consumption (24-26%) |
Acid resistance not lower than 96%, humidity not more than 1%. The tensile strength of the rocks from which sand and crushed stone is obtained should |
|
5. Coarse aggregate-crushed stone from andesite, beshtaunite, quartz, quartzite, felsite, granite, acid-resistant ceramics |
4 times more liquid glass consumption (48-50%) |
be not lower than 60 MPa. The use of fillers made from carbonate rocks (limestones, dolomites) is prohibited; fillers must not contain metal inclusions |
2.25. Preparation of concrete mixtures for liquid glass should be carried out in the following order. First, in a closed mixer, the hardening initiator, filler and other powdered components sifted through sieve No. 03 are mixed dry. Liquid glass is mixed with modifying additives. First, crushed stone of all fractions and sand are loaded into the mixer, then a mixture of powdered materials is added and mixed for 1 minute, then liquid glass is added and mixed for 1-2 minutes. In gravity mixers, the mixing time for dry materials is increased to 2 minutes, and after loading all components - to 3 minutes. Adding to ready mixture Liquid glass or water is not allowed. The viability of the concrete mixture is no more than 50 minutes at 20 degrees C, with increasing temperature it decreases. Requirements for the mobility of concrete mixtures are given in table. 5.
2.26. Transportation, laying and compaction of the concrete mixture should be carried out at an air temperature of at least 10 degrees C within a time period not exceeding its viability. Laying must be carried out continuously. When constructing a working joint, the surface of the hardened acid-resistant concrete is incised, dust-free and primed with liquid glass.
2.27. The surface moisture of concrete or brick protected with acid-resistant concrete should be no more than 5% by weight, at a depth of up to 10 mm.
2.28. The surface of reinforced concrete structures made of Portland cement concrete before laying acid-resistant concrete on them must be prepared in accordance with the design instructions or treated with a hot solution of magnesium fluoride (3-5% solution at a temperature of 60 degrees C) or oxalic acid (5-10% solution) or primed with polyisocyanate or a 50% solution of polyisocyanate in acetone.
Table 5
|
Parameter |
Parameter value |
Control (method, volume, type of registration) |
|
Mobility of concrete mixtures depending on the area of application of acid-resistant concrete for: |
Measuring by GOST 10181.1-81, work log |
|
|
floors, unreinforced |
Cone draft 0-1 cm, |
|
|
structures, lining of containers, devices |
hardness 30-50 s |
|
|
structures with rare reinforcement over 10 mm thick |
Cone draft 3-5 cm, hardness 20-25 s |
|
|
densely reinforced thin-walled structures |
Cone draft 6-8 cm, hardness 5-10 s |
2.29. The concrete mixture on liquid glass should be compacted by vibrating each layer no more than 200 mm thick for 1-2 minutes.
2.30. Concrete hardening for 28 days should occur at a temperature not lower than 15 degrees C. Drying is allowed using air heaters at a temperature of 60-80 degrees C during the day. The rate of temperature rise is no more than 20-30 °C/h.
2.31. The acid resistance of acid-resistant concrete is ensured by introducing into the concrete composition polymer additives 3-5% of the mass of liquid glass: furyl alcohol, furfural, furitol, acetone-formaldehyde resin ACF-3M, tetrafurfuryl ester of orthosilicic acid TFS, a compound of furyl alcohol with phenol-formaldehyde resin FRV-1 or FRV-4.
2.32. The water resistance of acid-resistant concrete is ensured by the introduction into the concrete composition of finely ground additives containing active silica (diatomaceous earth, tripolite, aerosil, flint, chalcedony, etc.), 5-10% of the mass of liquid glass or polymer additives up to 10-12% of the mass of liquid glass: polyisocyanate, urea resin KFZh or KFMT, organosilicon hydrophobizing liquid GKZh-10 or GKZh-11, paraffin emulsion.
2.33. The protective properties of acid-resistant concrete in relation to steel reinforcement are ensured by the introduction of corrosion inhibitors 0.1-0.3% of the mass of liquid glass into the concrete composition: lead oxide, complex additive of catapine and sulfonol, sodium phenylanthranilate.
2.34. Stripping of structures and subsequent processing of concrete is allowed when the concrete reaches 70% of its design strength.
2.35. Increasing the chemical resistance of structures made of acid-resistant concrete is ensured by twice treating the surface with a solution of sulfuric acid of 25-40% concentration.
2.36. Materials for alkali-resistant concrete in contact with alkali solutions at temperatures up to 50 degrees C must meet the requirements of GOST 10178-85. The use of cements with active mineral additives is not allowed. The content of granular or electrothermophosphorus slags must be no less than 10 and no more than 20%. The content of mineral C(3)A in Portland cement and Portland slag cement should not exceed 8%. The use of aluminous binders is prohibited.
2.37. Fine aggregate (sand) for alkali-resistant concrete, operated at temperatures up to 30 degrees C, should be used in accordance with the requirements of GOST 10268-80, above 30 degrees C - crushed from alkali-resistant rocks - limestone, dolomite, magnesite, etc. n. Coarse aggregate (crushed stone) for alkali-resistant concrete operated at temperatures up to 30 degrees C should be used from dense igneous rocks - granite, diabase, basalt, etc.
2.38. Crushed stone for alkali-resistant concrete operated at temperatures above 30 degrees C should be used from dense carbonate sedimentary or metamorphic rocks - limestone, dolomite, magnesite, etc. The water saturation of crushed stone should be no more than 5%.
HEAT-RESISTANT CONCRETE
2.39. Materials for the preparation of ordinary concrete, operated at temperatures up to 200 degrees C, and heat-resistant concrete should be used in accordance with recommended Appendix 6 and mandatory Appendix 7.
2.40. Dosing of materials, preparation and transportation of concrete mixtures must meet the requirements of GOST 7473-85 and GOST 20910-82.
2.41. An increase in the mobility of concrete mixtures for ordinary concrete operated at temperatures up to 200 degrees C is allowed through the use of plasticizers and superplasticizers.
2.42. Application chemical accelerators hardening in concrete operated at temperatures above 150 degrees C is not allowed.
2.43. Concrete mixtures should be laid at a temperature not lower than 15 degrees C, and this process should be continuous. Breaks are allowed in places where workers are assigned or expansion joints provided for by the project.
2.44. Hardening of cement-based concrete must occur under conditions that ensure a wet state of the concrete surface.
Hardening of concrete on liquid glass should occur in an air-dry environment. When hardening these concretes, good air ventilation must be provided to remove water vapor.
2.45. Drying and heating of heat-resistant concrete should be carried out in accordance with the PPR.
CONCRETE IS ESPECIALLY HEAVY AND FOR RADIATION PROTECTION
2.46. Work using especially heavy concrete and concrete for radiation protection should be carried out using conventional technology. In cases where usual ways concreting is not applicable due to the stratification of the mixture, the complex configuration of the structure, the saturation of reinforcement, embedded parts and communication penetrations, the method of separate concreting should be used (the method of ascending solution or the method of embedding coarse aggregate into the solution). The choice of concreting method should be determined by the PPR.
2.47. The materials used for radiation protection concrete must comply with the requirements of the project.
2.48. Requirements for the particle size distribution, physical and mechanical characteristics of mineral, ore and metal fillers must meet the requirements for fillers for heavy concrete. Metal fillers must be degreased before use. Non-flaking rust is allowed on metal fillers.
2.49. Passports for materials used for the manufacture of radiation protection concrete must indicate complete data chemical analysis these materials.
2.50. Work using concrete with metal fillers is allowed only at positive ambient temperatures.
2.51. When laying concrete mixtures, the use of belt and vibrating conveyors, vibrating hoppers, and vibrating robots is prohibited; dropping particularly heavy concrete mixtures is allowed from a height of no more than 1 m.
2.52. Concrete testing should be carried out in accordance with clause 2.18.
PRODUCTION OF CONCRETE WORKS
AT NEGATIVE AIR TEMPERATURES
2.53. These rules apply during production concrete works with the expected average daily outside air temperature below 5 degrees C and the minimum daily temperature below 0 degrees C.
2.54. The preparation of the concrete mixture should be carried out in heated concrete mixing plants, using heated water, thawed or heated aggregates, ensuring the production of a concrete mixture with a temperature not lower than that required by calculation. It is allowed to use unheated dry aggregates that do not contain ice on the grains and frozen lumps. In this case, the duration of mixing the concrete mixture should be increased by at least 25% compared to summer conditions.
2.55. Methods and means of transportation must ensure that the temperature of the concrete mixture does not decrease below that required by calculation.
2.56. The condition of the base on which the concrete mixture is laid, as well as the temperature of the base and the method of laying must exclude the possibility of the mixture freezing in the area of contact with the base. When curing concrete in a structure using the thermos method, when preheating the concrete mixture, as well as when using concrete with antifreeze additives, it is allowed to lay the mixture on an unheated, non-heaving base or old concrete, if, according to calculations, freezing does not occur in the contact zone during the estimated period of curing the concrete. At air temperatures below minus 10 degrees C, concreting of densely reinforced structures with reinforcement with a diameter greater than 24 mm, reinforcement made of rigid rolled profiles or with large metal embedded parts should be carried out with preliminary heating of the metal to a positive temperature or local vibration of the mixture in the reinforcement and formwork areas, with the exception of cases of laying preheated concrete mixtures (at a mixture temperature above 45 degrees C). The duration of vibration of the concrete mixture should be increased by at least 25% compared to summer conditions.
2.57. When concreting frame elements and frame structures in structures with rigid coupling of nodes (supports), the need to construct gaps in spans depending on the heat treatment temperature, taking into account the resulting temperature stresses, should be agreed upon with the design organization. Unformulated surfaces of structures should be covered with steam and thermal insulation materials immediately upon completion of concreting.
Reinforcement outlets of concrete structures must be covered or insulated to a height (length) of at least 0.5 m.
2.58. Before laying the concrete (mortar) mixture on the surface of the cavities of prefabricated joints reinforced concrete elements must be cleared of snow and ice.
2.59. Concreting of structures on permafrost soils should be carried out in accordance with SNiP II-18-76.
Acceleration of concrete hardening when concreting monolithic bored piles and monolithic bored piles should be achieved by introducing complex compounds into the concrete mixture antifreeze additives, which do not reduce the freezing strength of concrete with permafrost soil.
2.60. Choosing a concrete curing method for winter concreting monolithic structures should be carried out in accordance with recommended Appendix 9.
2.61. The strength of concrete should be monitored, as a rule, by testing samples made at the site where the concrete mixture is laid. Samples stored in the cold must be kept for 2-4 hours at a temperature of 15-20 degrees C before testing.
It is allowed to control the strength by the temperature of the concrete during its curing.
2.62. Requirements for work performance negative temperatures air are set in the table. 6
DEVELOPED BY TsNIIOMTP Gosstroy of the USSR (Doctor of Technical Sciences V. D. Topchiy; Candidates of Technical Sciences Sh. L. Machabeli, R. A. Kagramanov, B. V. Zhadanovsky, Yu. B. Chirkov, V. V. Shishkin , N. I. Evdokimov, V. P. Kolodiy, L. N. Karnaukhova, I. I. Sharov; Doctor of Technical Sciences K. I. Bashlay; A. G. Prozorovsky); Scientific Research Institute of Reinforced Concrete Construction of the USSR State Construction Committee (Doctor of Technical Sciences B. A. Krylov; Candidates of Technical Sciences O. S. Ivanova, E. N. Malinsky, R. K. Zhitkevich, B. P. Goryachev, A. V. Lagoida, N. K. Rosenthal, N. F. Shesterkina, A. M. Fridman; Doctor of Technical Sciences V. V. Zhukov); VNIPIPromstalkonstruktsiya Ministry of Montazhspetsstroy USSR (B. Ya. Moizhes, B. B. Rubanovich), TsNIISK im. Kucherenko of the USSR State Construction Committee (Doctor of Technical Sciences L. M. Kovalchuk; Candidates of Technical Sciences V. A. Kameyko, I. P. Preobrazhenskaya; L. M. Lomova); TsNIIProektStalkonstruktsiya of the USSR State Construction Committee (B. N. Malinin; Ph.D. technical sciences V. G. Kravchenko); VNIIMontazhspetsstroy Ministry of Montazhspetsstroy USSR (G. A. Ritchik); TsNIIEP housing of the State Committee for Architecture (S. B. Vilensky) with the participation of the Donetsk Industrial Construction Project, Krasnoyarsk Industrial Construction Project of the USSR State Construction Committee; Gorky Civil Engineering Institute named after. Chkalov of the USSR State Committee for Public Education; VNIIG named after. Vedeneev and Orgenergostroy of the USSR Ministry of Energy; TsNIIS Ministry of Transport of the USSR; Aeroproject Institute of the USSR Ministry of Civil Aviation; NIIMosstroy of the Moscow City Executive Committee.
INTRODUCED BY TsNIIOMTP Gosstroy USSR.
PREPARED FOR APPROVAL by the Department of Standardization and Technical Standards in Construction of the USSR State Construction Committee (A.I. Golyshev, V.V. Bakonin, D.I. Prokofiev).
With the entry into force of SNiP 3.03.01-87 “Load-bearing and enclosing structures” the following become invalid:
chapter SNiP III-15-76 “Concrete and reinforced concrete monolithic structures”;
SN 383-67 “Instructions for the production and acceptance of work during the construction of reinforced concrete tanks for oil and petroleum products”;
Chapter SNiP III-16-80, “Prefabricated concrete and reinforced concrete structures”;
SN 420-71 “Instructions for sealing joints during installation of building structures”;
chapter SNiP III-18-75 “Metal structures” regarding the installation of structures”;
paragraph 11 of “Changes and additions to chapter SNiP III-18-75 “Metal structures”, approved by Decree of the USSR State Construction Committee dated April 19, 1978 No. 60;
chapter SNiP III-17-78 “Stone structures”;
chapter SNiP III-19-76 “Wooden structures”;
SN 393-78 “Instructions for welding connections of reinforcement and embedded parts of reinforced concrete structures.”
When using a regulatory document, one should take into account the approved changes to building codes and rules and state standards published in the journal “Bulletin of Construction Equipment”, “Collection of Amendments to Construction Codes and Rules” of the USSR State Construction Committee and the information index “USSR State Standards” of the USSR State Standard.
This set of rules has been developed to improve the quality of construction and installation work, the durability and reliability of buildings and structures, as well as the level of safety of people on construction site, safety of material assets in accordance with December 30, 2009 N 384-FZ "Technical Regulations on the Safety of Buildings and Structures", increasing the level of harmonization regulatory requirements with European and international regulatory documents; application of uniform methods for determining performance characteristics and assessment methods.
3.5 Data on the performance of construction and installation work should be entered daily into the logs of work on the installation of building structures (), welding work (), anti-corrosion protection of welded joints (), embedding of installation joints and assemblies (), making installation connections on bolts with controlled tension ( ), a log of concrete work (), and also record their position on geodetic as-built diagrams during the installation of structures. The quality of construction and installation work must be ensured by ongoing monitoring technological processes preparatory and main work, as well as during acceptance of work. Based on the results of ongoing monitoring of technological processes, inspection reports for hidden work are drawn up.
3.6 Structures, products and materials used in the construction of concrete, reinforced concrete, steel, wood and stone structures must meet the requirements of relevant standards, codes of practice and working drawings.
3.7 Transportation and temporary storage of structures (products) in the installation area should be carried out in accordance with the requirements of state standards for these structures (products), and for non-standardized structures (products) the following requirements should be observed:
Structures should, as a rule, be in a position corresponding to the design (beams, trusses, slabs, wall panels, etc.), and if this condition cannot be met, in a position convenient for transportation and transfer for installation (columns, flights of stairs etc.) provided that their strength is ensured;
Structures must be supported by inventory pads and rectangular gaskets located in the locations specified in the design; the thickness of the gaskets must be at least 30 mm and at least 20 mm higher than the height of the sling loops and other protruding parts of the structures; when multi-tiered loading and storage of structures of the same type, linings and gaskets must be located on the same vertical along the line of lifting devices (hinges, holes) or in other places specified in the working drawings;