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BUILDING REGULATIONS
FOUNDATIONS OF BUILDINGS AND STRUCTURES
SNiP 2.02.01-83*
Moscow 1995
DEVELOPED BY NIIOSP im. N.M. Gersevanova of the USSR State Construction Committee (topic leader - Doctor of Technical Sciences, Prof. E.A. Sorochan, responsible executor - Candidate of Technical Sciences A.V. Vronsky), Fundamentproject Institute of the USSR Ministry of Montazhspetsstroy (performers - Candidate of Technical Sciences Yu G. Trofimenkov and engineer M.L. Morgulis) with the participation of the PNIIIS Gosstroy of the USSR, the production association of the State Construction Committee of the RSFSR, the Energosetproekt Institute of the Ministry of Energy of the USSR and the Central Scientific Research Institute of the Ministry of Transport.
INTRODUCED BY NIIOSP im. N.M. Gersevanov State Construction Committee of the USSR.
PREPARED FOR APPROVAL by the Main Directorate of Technical Regulation and Standardization of the USSR State Construction Committee (executor - engineer O.N. Silnitskaya).
SNiP 2.02.01-83* is a reissue of SNiP 2.02.01-83 with amendment No. 1, approved by Decree of the Gosstroy of Russia dated December 9, 1985 No. 211.
The numbers of paragraphs and annexes to which changes have been made are marked with an asterisk.
When using a regulatory document, you should take into account the approved changes to building codes and regulations and state standards published in the journal “Bulletin of Construction Equipment” and the information index “State Standards”.
State Committee
Building regulations
SNiP 2.02.01-83*
USSR for Construction Affairs (Gosstroy USSR)
Foundations of buildings and structures
In return
SNiP II-15-74 and
CH 475-75
These standards must be observed when designing the foundations of buildings and structures1.
-----------
1 Further, for brevity, where possible, instead of the term “buildings and structures”, the term “structures” is used.
These standards do not apply to the design of the foundations of hydraulic structures, roads, airfield pavements, structures erected on permafrost soils, as well as the foundations of pile foundations, deep supports and foundations for machines with dynamic loads.
1. GENERAL PROVISIONS
1.1. The foundations of structures should be designed based on:
a) the results of engineering-geodetic, engineering-geological and engineering-hydrometeorological surveys for construction;
b) data characterizing the purpose, design and technological features of the structure, loads acting on the foundations, and the conditions of its operation;
c) technical and economic comparison of possible design solutions (with an assessment based on the given costs) to adopt an option that ensures the most complete use of the strength and deformation characteristics of soils and the physical and mechanical properties of foundation materials or other underground structures.
When designing foundations and bases, local construction conditions should be taken into account, as well as existing experience in the design, construction and operation of structures in similar engineering-geological and hydrogeological conditions.
1.2. Engineering surveys for construction must be carried out in accordance with the requirements of SNiP, state standards and other regulatory documents on engineering surveys and soil studies for construction.
Submitted by NIIOSP
them. N.M. Gersevanova
Gosstroy USSR
Approved
by Decree of the USSR State Committee for Construction Affairs of December 5, 1983 No. 311
Term
introduction
into action
1st of January
1985
In areas with complex engineering-geological conditions: in the presence of soils with special properties (subsidence, swelling, etc.) or the possibility of the development of dangerous geological processes (karst, landslides, etc.), as well as in undermined areas, engineering surveys should be carried out by specialized organizations.
1.3. Foundation soils must be named in descriptions of survey results, designs of foundations, foundations and other underground structures of structures in accordance with GOST 25100-82*.
1.4. The results of engineering surveys must contain the data necessary to select the type of foundations and foundations, determine the depth and size of foundations, taking into account the forecast of possible changes (during construction and operation) of the engineering-geological and hydrogeological conditions of the construction site, as well as the type and volume of engineering measures for its development.
Design of foundations without appropriate engineering-geological justification or if it is insufficient is not allowed.
1.5. The design of foundations and foundations must provide for the cutting of the fertile soil layer for subsequent use for the purpose of restoration (reclamation) of disturbed or unproductive agricultural lands, landscaping of the development area, etc.
1.6. Designs of foundations and foundations for critical structures erected in difficult engineering and geological conditions should include full-scale measurements of foundation deformations.
Field measurements of foundation deformations should be provided in the case of using new or insufficiently studied structures or their foundations, as well as if the design assignment contains special requirements for measuring foundation deformations.
2. DESIGN OF FOUNDATIONS
GENERAL INSTRUCTIONS
2.1. Foundation design includes a calculation-based choice:
type of base (natural or artificial);
type, design, material and size of foundations (shallow or deep; strip, columnar, slab, etc.; reinforced concrete, concrete, brown concrete, etc.);
activities specified in paragraphs. 2.67-2.71, used when it is necessary to reduce the influence of foundation deformations on the serviceability of structures.
2.2. Foundations must be calculated according to two groups of limit states: the first - for bearing capacity and the second - for deformations.
The foundations are calculated based on deformations in all cases and on bearing capacity - in the cases specified in clause 2.3.
When calculating foundations, the combined effect of force factors and unfavorable influences of the external environment (for example, the influence of surface or groundwater on the physical and mechanical properties of soils) should be taken into account.
2.3. Calculation of foundations based on bearing capacity should be carried out in cases where:
a) significant horizontal loads (retaining walls, foundations of strut structures, etc.), including seismic ones, are transferred to the base;
b) the structure is located on a slope or near a slope;
c) the foundation is composed of soils specified in clause 2.61;
d) the base is composed of rocky soils.
Calculation of foundations based on bearing capacity in the cases listed in subparagraphs “a” and “b” may not be carried out if constructive measures ensure that the designed foundation cannot be displaced.
If the project provides for the possibility of erecting a structure immediately after the installation of the foundations before backfilling the pits with soil, the load-bearing capacity of the foundation should be checked, taking into account the loads acting during the construction process.
2.4. The design diagram of the structure - foundation - or foundation - foundation system must be selected taking into account the most significant factors that determine the stress state and deformation of the base and structures of the structure (static diagram of the structure, features of its construction, the nature of soil layers, properties of foundation soils, the possibility of their change in the process construction and operation of the structure, etc.). It is recommended to take into account the spatial operation of structures, geometric and physical nonlinearity, anisotropy, plastic and rheological properties of materials and soils.
It is allowed to use probabilistic calculation methods that take into account the statistical heterogeneity of foundations, the random nature of loads, impacts and properties of structural materials.
LOADS AND IMPACTS,
TAKEN INTO ACCOUNT IN THE CALCULATIONS OF FOUNDATIONS
2.5. Loads and impacts on the foundations transmitted by the foundations of structures must be established by calculation, as a rule, based on consideration of the joint work of the structure and the foundation.
The loads and impacts on the structure or its individual elements taken into account, the safety factors for the load, as well as possible combinations of loads must be taken in accordance with the requirements of SNiP for loads and impacts.
Loads on the foundation may be determined without taking into account their redistribution by the superstructure when calculating:
a) foundations of buildings and structures of class III1;
b) the general stability of the foundation soil mass together with the structure;
c) average values of base deformations;
d) deformations of the base at the stage of linking the standard project to local soil conditions.
----------
1 Hereinafter, the class of responsibility of buildings and structures is adopted in accordance with the “Rules for taking into account the degree of responsibility of buildings and structures when designing structures,” approved by the USSR State Construction Committee.
2.6. Calculation of foundations based on deformations should be carried out for the main combination of loads; according to the bearing capacity - to the main combination, and in the presence of special loads and impacts - to the main and special combination.
At the same time, loads on floors and snow loads, which, according to SNiP for loads and impacts, can be classified as both long-term and short-term, are considered short-term when calculating foundations based on bearing capacity, and long-term when calculating based on deformations. Loads from moving lifting and transport equipment are considered short-term in both cases.
2.7. In foundation calculations, it is necessary to take into account the loads from stored material and equipment placed near the foundations.
2.8. Efforts in structures caused by climatic temperature influences should not be taken into account when calculating foundations based on deformations if the distance between temperature-shrinkage joints does not exceed the values specified in SNiP for the design of relevant structures.
2.9. Loads, impacts, their combinations and load safety factors when calculating supports for bridges and pipes under embankments must be taken in accordance with the requirements of SNiP for the design of bridges and pipes.
STANDARD AND DESIGN VALUES OF SOIL CHARACTERISTICS
2.10. The main parameters of the mechanical properties of soils that determine the bearing capacity of foundations and their deformation are the strength and deformation characteristics of soils (angle of internal friction (, specific adhesion c, soil deformation modulus E, uniaxial compressive strength of rocky soils Rc, etc.). It is allowed to use other parameters that characterize the interaction of foundations with the foundation soil and are established experimentally (specific heaving forces during freezing, foundation rigidity coefficients, etc.).
Note. Further, with the exception of specially stated cases, the term “soil characteristics” means not only the mechanical, but also the physical characteristics of soils, as well as the parameters mentioned in this paragraph.
2.11. The characteristics of soils of natural composition, as well as of artificial origin, should be determined, as a rule, on the basis of their direct tests in field or laboratory conditions, taking into account possible changes in soil moisture during the construction and operation of structures.
2.12. Standard and calculated values of soil characteristics are established on the basis of statistical processing of test results according to the methodology set out in GOST 20522-75.
2.13. All foundation calculations must be performed using the calculated values of soil characteristics X, determined by the formula
X=Xn/(g (1)
where Xn is the standard value of this characteristic;
(g - ground reliability coefficient.
The reliability coefficient for soil (g when calculating the calculated values of strength characteristics (specific adhesion c, angle of internal friction (non-rocky soils and the uniaxial compressive strength of rocky soils Rc, as well as soil density () is established depending on the variability of these characteristics, the number of determinations and confidence probability values (. For other soil characteristics it is allowed to accept (g = 1.
Note. The calculated value of the specific gravity of the soil (determined by multiplying the calculated value of the soil density by the acceleration of gravity.
2.14. The confidence probability (calculated values of soil characteristics) is taken when calculating foundations for bearing capacity (= 0.95, for deformations (= 0.85.
The confidence probability (for calculating the foundations of bridge supports and pipes under embankments is taken in accordance with the instructions of clause 12.4. With appropriate justification for buildings and structures of class I, it is allowed to accept a higher confidence probability of the calculated values of soil characteristics, but not higher than 0.99.
Notes: 1. Calculated values of soil characteristics corresponding to various confidence probability values must be given in reports on geotechnical surveys.
2. The calculated values of soil characteristics c, (and (for calculations of bearing capacity are designated cI, (I and (I, and for deformations cII, (II and (II.
2.15. The number of determinations of soil characteristics required to calculate their standard and design values should be established depending on the degree of heterogeneity of the foundation soils, the required accuracy of calculating the characteristics and class of the building or structure and should be indicated in the research program.
The number of private definitions of the same name for each engineering-geological element identified on the site must be at least six. When determining the deformation modulus based on the results of testing soils in field conditions with a stamp, it is allowed to limit oneself to the results of three tests (or two if they deviate from the average by no more than 25%).
2.16. For preliminary calculations of foundations, as well as for final calculations of the foundations of buildings and structures of classes II and III and supports of overhead power and communication lines, regardless of their class, it is allowed to determine the standard and calculated values of the strength and deformation characteristics of soils based on their physical characteristics.
Notes: 1. Standard values of the angle of internal friction (n, specific adhesion cn and deformation modulus E can be taken according to Table 1-3 of recommended Appendix 1. The calculated values of the characteristics in this case are accepted at the following values of the reliability coefficient for the ground:
in calculations of foundations based on deformations (g = 1;
in calculations of bases by carrier
capabilities:
for specific adhesion (g© = 1.5;
for the angle of internal friction
sandy soils (g(() = 1.1;
the same, silty-clayey (g(() = 1.15.
2. For certain areas, it is allowed, instead of the tables recommended in Appendix 1, to use tables of soil characteristics specific to these areas, agreed with the USSR State Construction Committee.
THE GROUNDWATER
2.17. When designing foundations, the possibility of changing the hydrogeological conditions of the site during the construction and operation of the structure must be taken into account, namely:
the presence or possibility of formation of perched water;
natural seasonal and long-term fluctuations in groundwater levels;
possible anthropogenic changes in groundwater levels;
the degree of aggressiveness of groundwater in relation to materials of underground structures and the corrosion activity of soils based on engineering survey data, taking into account the technological features of production.
2.18. An assessment of possible changes in the groundwater level at the construction site should be carried out during engineering surveys for buildings and structures of classes I and II, respectively, for a period of 25 and 15 years, taking into account possible natural seasonal and long-term fluctuations in this level (clause 2.19), as well as the degree of potential flooding territory (clause 2.20). For buildings and structures of class III, the specified assessment may not be performed.
2.19. The assessment of possible natural seasonal and long-term fluctuations in groundwater levels is carried out on the basis of data from long-term regime observations on the state stationary network of the USSR Ministry of Geosciences using the results of short-term observations, including one-time measurements of groundwater levels carried out during engineering surveys at the construction site.
2.20. The degree of potential flooding of the territory should be assessed taking into account the engineering-geological and hydrogeological conditions of the construction site and adjacent territories, design and technological features of the designed and operated structures, including utility networks.
2.21. For critical structures, with appropriate justification, a quantitative forecast of changes in groundwater levels is carried out, taking into account technogenic factors, based on special comprehensive studies, including at least an annual cycle of stationary observations of the groundwater regime. If necessary, to carry out these studies, in addition to the survey organization, specialized design or research institutes should be involved as co-executors.
2.22. If, at the predicted level of groundwater (clauses 2.18 - 2.21), unacceptable deterioration of the physical and mechanical properties of foundation soils, the development of unfavorable physical and geological processes, disruption of the conditions of normal operation of buried premises, etc. are possible, the project must provide for appropriate protective measures, in particular:
waterproofing of underground structures;
measures that limit the rise of groundwater levels, eliminate leaks from water-carrying communications, etc. (drainage, anti-filtration curtains, installation of special channels for communications, etc.);
measures that prevent mechanical or chemical suffusion of soils (drainage, sheet piling, soil consolidation);
installation of a stationary network of observation wells to monitor the development of the flooding process, timely elimination of leaks from water-carrying communications, etc.
The choice of one or a set of these measures should be made on the basis of a technical and economic analysis, taking into account the predicted level of groundwater, design and technological features, responsibility and estimated service life of the designed structure, reliability and cost of water protection measures, etc.
2.23. If groundwater or industrial wastewater is aggressive towards materials of buried structures or can increase the corrosive activity of soils, anti-corrosion measures must be taken in accordance with the requirements of SNiP for the design of corrosion protection of building structures.
2.24. When designing foundations, foundations and other underground structures below the piezometric level of pressurized groundwater, it is necessary to take into account the pressure of groundwater and take measures to prevent the breakthrough of groundwater into pits, swelling of the bottom of the pit and the floating of the structure.
FOUNDATION DEPTH
2.25. The depth of foundations should be taken taking into account:
the purpose and design features of the structure being designed, loads and impacts on its foundations;
the depth of laying the foundations of adjacent structures, as well as the depth of laying utility lines;
existing and projected topography of the built-up area;
engineering and geological conditions of the construction site (physical and mechanical properties of soils, the nature of bedding, the presence of layers prone to sliding, weathering pockets, karst cavities, etc.);
hydrogeological conditions of the site and their possible changes during the construction and operation of the structure (clauses 2.17-2.24);
possible erosion of soil near the supports of structures erected in river beds (bridges, pipeline crossings, etc.);
depth of seasonal freezing.
2.26. The standard depth of seasonal soil freezing is taken to be equal to the average of the annual maximum depths of seasonal soil freezing (according to observational data for a period of at least 10 years) on an open horizontal area bare of snow with a groundwater level located below the depth of seasonal soil freezing.
2.27. The standard depth of seasonal soil freezing dfn, m, in the absence of long-term observation data, should be determined on the basis of thermal engineering calculations. For areas where the freezing depth does not exceed 2.5 m, its standard value can be determined using the formula
(2)
where Mt is a dimensionless coefficient, numerically equal to the sum of the absolute values of average monthly negative temperatures for the winter in a given area, adopted according to SNiP for construction climatology and geophysics, and in the absence of data for a specific point or construction area - according to the results of observations of a hydrometeorological station located in similar conditions with the construction area;
d0 - value taken equal, m, for:
loams and clays - 0.23;
sandy loam, fine and dusty sands - 0.28;
gravelly, large and medium-sized sands - 0.30;
coarse soils - 0.34.
The d0 value for soils of heterogeneous composition is determined as the weighted average within the freezing depth.
2.28. The estimated depth of seasonal soil freezing df, m, is determined by the formula
(3)
where dfn is the standard freezing depth, determined according to paragraphs. 2.26. and 2.27;
kh - coefficient taking into account the influence of the thermal regime of the structure, adopted: for external foundations of heated structures - according to Table 1; for external and internal foundations of unheated structures - kh=1.1, except for areas with negative average annual temperatures.
Note. In areas with a negative average annual temperature, the estimated depth of soil freezing for unheated structures should be determined by thermal engineering calculations in accordance with the requirements of SNiP for the design of foundations on permafrost soils.
The estimated freezing depth should be determined by thermal engineering calculations even if permanent thermal protection of the base is used, as well as if the thermal regime of the structure being designed can significantly affect the temperature of the soil (refrigerators, boiler rooms, etc.).
Table 1
Features of the structure
Coefficient kh at the calculated average daily air temperature in the room adjacent to the external foundations, OS
0
5
10
15
20 and
more
Without a basement with floors, arrange-
us:
on the ground
0,5
on joists on the ground
1,0
0,9
0,8
0,7
0,6
on an insulated basement
overlap
1,0
1,0
0,9
0,8
0,7
With basement or technical
Underground
0,8
0,7
0,6
0,5
0,4
Notes: 1. The values of the coefficient kh given in Table 1 refer to foundations in which the distance from the outer edge of the wall to the edge of the foundation is af (0.5 m; if af (1.5 m, the values of the coefficient kh increase by 0.1, but not more than up to the value kh = 1; with an intermediate size af, the values of kh are determined by interpolation.
2. The premises adjacent to the external foundations include basements and technical undergrounds, and in their absence - the premises of the first floor.
3. For intermediate values of air temperature, the coefficient kh is taken rounded to the nearest lower value indicated in the table. 1.
2.29. The depth of laying the foundations of heated structures, according to the conditions for preventing frost heaving of the foundation soils, should be assigned:
a) for external foundations (from the planning level) according to table. 2;
b) for internal foundations - regardless of the calculated depth of soil freezing.
The depth of laying external foundations may be set regardless of the calculated freezing depth if:
the foundations are based on fine sand and special studies at this site have established that they do not have heaving properties, and also in cases where special studies and calculations have established that deformations of the foundation soils during freezing and thawing do not violate the serviceability of the structure;
special thermal measures are provided to prevent soil freezing.
2.30. The depth of laying external and internal foundations of heated structures with cold basements and technical undergrounds (having negative temperatures in winter) should be taken according to table. 2, counting from the floor to the basement or technical underground.
table 2
Soils
under the base of the foundation
Depth of foundations depending on the depth of the groundwater level dw, m, at
Dw(df+2
dw(df+2
Rocky, coarse-grained with sand filler, gravelly sands, large and medium-sized
Does not depend
from df
Does not depend
from df
The sands are fine and dusty
Not less than df
Does not depend on df
Not less than df
Does not depend on df
Sandy loam with fluidity index IL (0
Not less than df
Does not depend on df
Not less than df
Loams, clays, as well as coarse soils with silt-clay filler with soil fluidity index IL (0.25
Not less than df
Not less than 0.5 df
Notes. 1. In cases where the depth of foundations does not depend on the calculated freezing depth df, the corresponding soils indicated in this table must lie to a depth of at least the standard freezing depth dfn.
2. The position of the groundwater level must be taken taking into account the instructions in paragraphs. 2.17-2.21.
2.31. The depth of laying external and internal foundations of unheated structures should be assigned according to table. 2, in this case the depth is calculated: in the absence of a basement or technical underground - from the planning level, and if there is one - from the floor of the basement or technical underground.
2.32. The design of foundations and foundations must include measures to prevent the foundation soils from being moistened, as well as from freezing during the construction period.
2.33. The foundations of a structure or its compartment must be laid at the same level. If it is necessary to lay adjacent foundations at different elevations, their permissible difference is determined based on their conditions
(h (a(tg(I + cI / p), (4)
where a is the clear distance between foundations;
(I and cI are the calculated values, respectively, of the angle of internal friction and specific adhesion of the soil (clauses 2.12 - 2.14);
p - average pressure under the base of the overlying foundation from design loads (for calculating the foundation based on its bearing capacity).
CALCULATION OF FOUNDATIONS BY DEFORMATIONS
2.34. The purpose of calculating foundations based on deformations is to limit the absolute or relative movements of foundations and superstructures to such limits that guarantee normal operation of the structure and do not reduce its durability (due to the occurrence of unacceptable settlements, rises, rolls, changes in design levels and positions of structures, disorders of their connections and etc.). This means that the strength and crack resistance of foundations and superstructures have been verified by calculations that take into account the forces that arise during the interaction of the structure with the foundation.
Note. When designing structures located in close proximity to existing ones, it is necessary to take into account additional deformations of the foundations of existing structures due to the loads of the designed structures.
2.35*. Base deformations are divided into:
precipitation - deformations that occur as a result of soil compaction under the influence of external loads and, in some cases, the soil’s own weight, not accompanied by a fundamental change in its structure;
subsidence - deformations that occur as a result of soil compaction under the influence of both external loads and the soil’s own weight, and additional factors, such as, for example, soaking of subsidence soil, thawing of ice layers in frozen soil, etc.;
rises and precipitation - deformations associated with changes in the volume of some soils when their humidity changes or is exposed to chemicals (swelling and shrinkage) and when water freezes and ice thaws in the pores of the soil (frost heaving and thawing of the soil);
subsidence - deformations of the earth's surface caused by the development of mineral resources, changes in hydrogeological conditions, lowering of groundwater levels, karst-suffusion processes, etc.;
horizontal movements - deformations associated with the action of horizontal loads on the foundation (foundations of bracing systems, retaining walls, etc.) or with significant vertical movements of the surface during subsidence, subsidence of soil from its own weight, etc.
failures - deformations of the earth's surface with a violation of the continuity of soils, formed as a result of the collapse of soil layers above karst cavities or mine workings.
2.36. Base deformation, depending on the causes of occurrence, is divided into two types:
the first - deformations from external load on the base (settlements, subsidence, horizontal movements);
the second is deformation not associated with external load...
Notes
1 The timing of geotechnical monitoring must be extended if changes in the monitored parameters do not stabilize.
2 The frequency of recording monitored parameters must be linked to the schedule of construction and installation work and can be adjusted (i.e. carried out more often than specified in the geotechnical monitoring program) if the values of the monitored parameters exceed the expected values (including their changes exceeding the expected trends) or identifying other dangerous deviations.
3 For unique newly constructed and reconstructed structures, as well as during the reconstruction of historical, architectural and cultural monuments, geotechnical monitoring should continue for at least two years after completion of construction.
4 Recording of controlled parameters during geotechnical monitoring of the enclosing structure of a pit with a depth of more than 10 m, as well as at a shallower pit depth if the controlled parameters exceed the design values, must be performed at least once a week.
5 Geotechnical monitoring of the soil mass surrounding a newly constructed or reconstructed structure, after completion of the construction of its underground part and when changes in the controlled parameters of the soil mass and surrounding buildings have stabilized, can be carried out once every three months.
6 In the presence of dynamic influences, the level of vibrations of the foundations and structures of newly constructed (reconstructed) structures and surrounding buildings should be measured.
7 Recording changes in controlled parameters of the state of building structures, incl. damaged, during geotechnical monitoring of structures of the surrounding buildings should be carried out, incl. based on the results of periodic visual and instrumental examinations.
8 The requirements of Table 12.1 must be followed, incl. during geotechnical monitoring of surrounding buildings located in the zone of influence of the installation of underground utilities, which is determined in accordance with the requirements of 9.33, 9.34.
9 Geotechnical monitoring of newly constructed or reconstructed structures in areas of a dangerous category in terms of karst-suffusion must be carried out throughout the entire period of construction and operation of structures. The period for geotechnical monitoring of newly constructed or reconstructed structures in areas of a potentially hazardous category in terms of karst-suffosion should be determined in the geotechnical monitoring program, but be at least five years after completion of construction.
Approved by Decree of the USSR State Committee for Construction Affairs dated December 5, 1983 No. 311
Gosstroy USSR. – M.: Stroyizdat, 1985. - 40 p.
Instead of SNiP II-15-74 and SN 475-75
General provisions:
1.1.
The foundations of structures should be designed based on:
A)
results of engineering-geodetic, engineering-geological and engineering-hydrometeorological surveys for construction;
b)
data characterizing the purpose, design and technological features of the structure, loads acting on the foundations, and the conditions of its operation;
V)
technical and economic comparison of possible design solutions (with an assessment based on the given costs) to adopt an option that ensures the most complete use of the strength and deformation characteristics of soils and the physical and mechanical properties of foundation materials or other underground structures.
When designing foundations and bases, local construction conditions should be taken into account, as well as existing experience in the design, construction and operation of structures in similar engineering-geological and hydrogeological conditions.
1.2.
Engineering surveys for construction must be carried out in accordance with the requirements of SNiP, state standards and other regulatory documents on engineering surveys and soil studies for construction.
In areas with complex engineering-geological conditions: in the presence of soils with special properties (subsidence, swelling, etc.) or the possibility of the development of dangerous geological processes (karst, landslides, etc.), as well as in undermined areas, engineering surveys should be carried out by specialized organizations.
1.3.
Foundation soils must be named in descriptions of survey results, designs of foundations, foundations and other underground structures of structures in accordance with GOST 25100-82.
1.4.
The results of engineering surveys must contain the data necessary to select the type of foundations and foundations, determine the depth and size of foundations, taking into account the forecast of possible changes (during construction and operation) of the engineering-geological and hydrogeological conditions of the construction site, as well as the type and volume of engineering activities for its development.
Design of foundations without appropriate engineering-geological justification or if it is insufficient is not allowed.
1.5.
The design of foundations and foundations must provide for the cutting of the fertile soil layer for subsequent use for the purpose of restoration (reclamation) of disturbed or unproductive agricultural lands, landscaping of the development area, etc.
1.6.
Designs of foundations and foundations for critical structures erected in difficult engineering and geological conditions should include full-scale measurements of foundation deformations.
Field measurements of foundation deformations should be provided in the case of using new or insufficiently studied structures or their foundations, as well as if the design assignment contains special requirements for measuring foundation deformations.
Format: doc (rar)
Pages: 40 pages
Size: 3.14 MB (2.18 MB)
Preface
The goals and principles of standardization in the Russian Federation are established by the Federal
development and approval of sets of rules."
Rulebook Details
1 PERFORMERS - Research, design, survey and design
Technological Institute of Foundations and Underground Structures named after. N.M. Gersevanova - Institute
OJSC "Research Center "Stritelstvo" (NIIOSP named after N.M. Gersevanov)
2 INTRODUCED by the Technical Committee for Standardization (TC 465) “Construction”
3 PREPARED for approval by the Department of Architecture, Construction and
urban planning policy
4 APPROVED by order of the Ministry of Regional Development of the Russian Federation
5 REGISTERED by the Federal Agency for Technical Regulation and
metrology
(Rosstandart). Revision of SP 22.13330.2010
Introduction........................................................ ........................................................ ........................................................ ........................ IV
1 area of use............................................... ........................................................ ........................................................ ........1
3 Terms and definitions................................................... ........................................................ ........................................................ ....2
4 General provisions................................................... ........................................................ ........................................................ .......... 3
5 Design of foundations................................................................... ........................................................ ...............................................6
5.1 General instructions................................................................... ........................................................ ........................................................ .................... 6
5.2 Loads and impacts taken into account in foundation calculations.................................................... ........................................................ 9
5.3 Standard and calculated values of soil characteristics.................................................... ................................................ 9
5.4 Groundwater................................................................... ........................................................ ........................................................ ................. 13
5.5 Depth of foundations............................................................. ........................................................ ....................................... 16
5.6 Calculation of foundations based on deformations.................................................... ........................................................ ..................................... 20
5.7 Calculation of foundations based on bearing capacity.................................................... ........................................................ ........................... 36
5.8 Features of foundation design during reconstruction of structures.................................................................... .................... 42
5.9 Measures to reduce foundation deformations and their impact on structures.................................................... .......... 43
6 Features of designing the foundations of structures erected on specific
soils and in special conditions................................................... ........................................................ ...........................................46
6.1 Collapsed soils.................................................... ........................................................ ........................................................ .......... 46
6.2 Swelling soils.................................................... ........................................................ ........................................................ .......... 51
6.3 Saline soils.................................................... ........................................................ ........................................................ ............. 56
6.4 Organomineral and organic soils.................................................. ........................................................ ........................... 62
6.5 Eluvial soils.................................................... ........................................................ ........................................................ ......... 69
6.6 Bulk soils................................................................. ........................................................ ........................................................ ............... 73
6.7 Alluvial soils.................................................... ........................................................ ........................................................ ............... 76
6.8 Heaving soils.................................................... ........................................................ ........................................................ ............ 79
6.9 Consolidated soils.................................................... ........................................................ ........................................................ ......... 84
6.10 Features of designing the foundations of structures erected in mined areas.................................................... ........................................................ ........................................................ ........................... 88
6.11 Features of designing the foundations of structures erected on karsted
territories........................................................ ........................................................ ........................................................ .................... 92
6.12 Features of designing the foundations of structures erected in seismic areas.................................................... 94
6.13 Features of designing the foundations of structures erected near sources
dynamic influences........................................................ ........................................................ ............................................... 97
7 Features of designing the foundations of overhead power transmission line supports.................................................... .......98
8 Features of designing the foundations of low-rise buildings.................................................... ....................................103
9 Features of the design of foundations of underground parts of structures and geotechnical forecast.................................... 104
10 Features of designing the foundations of high-rise buildings.................................................... ........................................118
11 Water reduction................................................... ........................................................ ........................................................ .........120
12 Geotechnical monitoring................................................................... ........................................................ .....................................124
13 Environmental requirements when designing foundations.................................................... ........................................129
Appendix A (mandatory) Terms and definitions.................................................... ........................................................ .....132
soil characteristics......................................................... ........................................................ ...........................134
linearly deformable layer......................................................... ........................................................ ............. 143
construction........................................................ ........................................................ .................................... 145
Appendix E (mandatory) Categories of technical condition of existing structures.................................... 147
reconstructed buildings................................................................... ........................................................ ..........148
and organic soils........................................................ ........................................................ ........................149
Appendix L (mandatory) Maximum additional deformations of the foundations of structures
surrounding buildings located in the zone of influence of new construction
or reconstruction................................................ ........................................................ ................................152
Appendix M (mandatory) Controlled parameters during geotechnical monitoring....................................................153
Appendix H (mandatory) Basic letter designations.................................................... ....................................157
Introduction
This document contains design guidelines
foundations of buildings and structures, including underground ones, erected in
various engineering and geological conditions, for various types
construction.
Developed by NIIOSP named after. N.M. Gersevanov - Institute of OJSC "National Research Center
"Construction" (Doctor of Technical Sciences)
V.P. Petrukhin, E.A. Sorochan, Ph.D. tech.
I.V. Kolybin —topic leaders; Dr. Tech. Sciences:B.V. Bakholdin,
A.A. Grigoryan, P.A. Konovalov, V.I. Krutov, N.S. Nikiforova, L.R. Stavnitser,
IN AND. Sheinin;
Ph.D. tech. Sciences: A.G. Alekseev, G.I. Bondarenko, V.G. Budanov,
F.F. Zekhniev, M.N. Ibragimov, O.I. Ignatova, V.A. Kovalev, V.K. Kogai,
V.V. Mikheev, B.S. Polyakov, V.V. Semkin, V.G. Fedorovsky, M.L. Kholmyansky,
O.A.Shulyatiev;
engineers: A.B. Meshchansky, O.A. Mozgacheva).
1 area of use
foundations of newly constructed and reconstructed buildings and structures in pits.
・・structures・・, which also include underground structures.
This joint venture does not apply to the design of foundations
hydraulic structures, roads, airfield pavements, structures,
erected on permafrost soils, as well as the foundations of deep supports and
machine foundations with dynamic loads.
safety of buildings and structures・・
SP 14.13330.2011 ・・SNiP II-7-81* Construction in seismic areas・・
SP 15.13330.2010 ・・SNiP II-22-81* Stone and reinforced stone structures・・
SP 20.13330.2011 ・・SNiP 2.01.07-85* Loads and impacts・・
SP 21.13330.2010 ・・SNiP 2.01.09-91 Buildings and structures on moonlighting
territories and subsidence soils・・
SP 24.13330.2011 ・・SNiP 2.02.03-85 Pile foundations・・
SP 25.13330.2010 ・・SNiP 2.02.04-88 Foundations and foundations on permafrost soils・・
SP 28.13330.2010 ・・SNiP 2.03.11-85 Protection of building structures from corrosion・・
SP 31.13330.2010 ・・SNiP 2.04.02-84* Water supply. External networks and structures・・
SP 32.13330.2010 ・・SNiP 2.04.03-85 Sewerage. External networks and structures・・
SP 35.13330.2011 ・・SNiP 2.05.03-84* Bridges and pipes・・
SNiP 2.06.03-85 Reclamation systems and structures
SNiP 2.06.14-85 Protection of mine workings from groundwater and surface water
SNiP 2.06.15-85 Engineering protection of the territory from flooding and flooding
SNiP 3.01.03-84 Geodetic work in construction
SP 45.13330.2010 ・・SNiP 3.02.01-87 Earthworks, bases and foundations・・
SNiP 3.03.01-87 Load-bearing and enclosing structures
SNiP 3.04.01-87 Insulating and finishing coatings
SP 47.13330.2010 ・・SNiP 11-02-96 Engineering surveys for construction.
Basic provisions・・
SNiP 12-03-2001 Occupational safety in construction
SP 48.13330.2011 ・・SNiP 12-01-2004 Organization of construction・・
SNiP 23-01-99* Construction climatology
SP 63.13330.2010 ・・SNiP 52-01-2003 Concrete and reinforced concrete structures. Basic
position・・
SanPiN 2.1.7.1287-03 Sanitary and epidemiological requirements for soil quality
SanPiN 2.1.7.1322-03 Hygienic requirements for placement and disposal
production and consumption waste
GOST 5180-4 Soils. Methods for laboratory determination of physical
characteristics
GOST 10650-2* Peat. Method for determining the degree of decomposition
GOST 12248-6 Soils. Laboratory characterization methods
strength and deformability
GOST 12536-9 Soils. Methods for laboratory determination of granulometric
(grain) and microaggregate composition
GOST 19912-001 Soils. Field test methods static and
dynamic sensing
GOST 20276-9 Soils. Methods for field determination of strength characteristics and
deformability
GOST 20522-6 Soils. Methods for statistical processing of test results
GOST 22733-002 Soils. Method for laboratory determination of maximum
density
GOST 23061-0 Soils. Methods for radioisotope measurements of density and humidity
GOST 23161-8 Soils. Laboratory characterization methods
subsidence
GOST 23740-9 Soils. Methods for laboratory determination of content
organic matter
GOST 24143—0 Soils. Laboratory characterization methods
swelling and shrinkage
GOST 24846—1 Soils. Methods for measuring deformations of building foundations and
structures
GOST 25100-5 Soils. Classification
GOST 27751-8* Reliability of building structures and foundations. Basic
settlement provisions
GOST 30416-6 Soils. Laboratory tests. General provisions
GOST 30672-9 Soils. Field tests. General provisions
Note—When using this set of rules, it is advisable to check
the effect of reference standards and classifiers in the public information system - on the official website of the national body of the Russian Federation for standardization on the Internet
or according to the annually published index ・・National Standards・・, which is published according to
as of January 1 of the current year, and according to the corresponding monthly published information
When using this set of rules, you should be guided by the replaced (amended)
document. If the reference document is canceled without replacement, then the provision in which the reference is made to
it applies to the extent not affected by this reference
- Appendix 1 (mandatory). Test method for building structures for fire spread Appendix 2 (informative). Approximate structural characteristics of buildings depending on their degree of fire resistance
Construction norms and rules SNiP 2.01.02-85
"Fire safety standards"
(approved by resolution of the State Committee for Construction Affairs dated December 17, 1985 N 232)
These standards must be observed when developing projects for buildings and structures.
These standards establish the fire-technical classification of buildings and structures, their elements, building structures, materials, as well as general fire safety requirements for the design and planning solutions of premises, buildings and structures for various purposes.
These standards are supplemented and clarified by the fire safety requirements set out in SNiP Part 2 and in other regulatory documents approved or agreed upon by the USSR State Construction Committee.
1. Fire resistance of buildings, structures and fire compartments
1.3. The fire resistance limits of building structures are determined according to ST SEV 1000-78.
The limits of fire spread through building structures are determined according to the method given in the mandatory Appendix 1.
The flammability groups of building materials are determined according to ST SEV 382-76 and ST SEV 2437-80.
The classification of building materials and structures according to the toxicity of combustion products and smoke-forming ability during combustion is adopted in accordance with GOST 12.1.004-89.
1.5. Frames of suspended ceilings should be made of non-combustible materials.
Infills of suspended ceilings may be made from combustible materials, with the exception of infills of suspended ceilings in common corridors, on stairs, in staircases, lobbies, halls and foyers of buildings of I - IVa fire resistance degrees.
In the space behind the suspended ceiling, it is not allowed to provide for the placement of channels and pipelines for transporting flammable gases, dust-air mixtures, liquids and materials.
Table 1
|
Fire resistance level of buildings |
Minimum fire resistance limits for building structures, h (above the line), and maximum limits for the spread of fire along them, cm (below the line) |
||||||||
|
landings, stringers, steps, beams and flights of staircases |
slabs, decking (including with insulation) and other load-bearing structures of floors |
coating elements |
|||||||
|
load-bearing and staircases |
self-supporting |
external non-load-bearing (including from hinged panels) |
internal non-load-bearing (partitions) |
slabs, decking (including with insulation) and purlins |
beams, trusses, arches, frames |
||||
|
Not standardized |
|||||||||
Notes: 1. The limits of fire spread for vertical and inclined sections of structures are given in parentheses.
2. Abbreviation "n.n." means that the indicator is not standardized.
When using suspended ceilings to increase the fire resistance limits of floors and coverings, the fire resistance limit of a ceiling or covering with suspended ceilings should be determined for a single structure, and the fire spread limit - separately for the ceiling or covering and for a suspended ceiling. In this case, the limit of fire spread along such a suspended ceiling should be no more than that established for the protected floor or coating. Suspended ceilings should not have openings, and communications located above suspended ceilings should be made of non-combustible materials.
In the attics of buildings, exits to the roof should be provided, equipped with stationary stairs, through doors, hatches or windows measuring at least 0.6x0.8 m.
It is allowed not to provide access to the roof of one-story buildings with a covering area of no more than 100 m2.
2.10. Exits from stairwells to the roof or attic should be provided along flights of stairs with landings in front of the exit, through type 2 fire doors.
In residential, public and administrative buildings with a height of up to five floors inclusive, it is allowed to provide exits to the attic or roof from staircases through type 2 fire hatches measuring 0.6x0.8 m on fixed steel stepladders.
2.11. In places where there is a difference in roof heights (including for lifting skylights onto the roof) of more than 1 m, external fire escapes should be provided, regardless of the height of the buildings.
2.12. The following types of fire escapes are installed:
1st - vertical steel 0.7 m wide, starting from a height of 2.5 m, with platforms at the exit to the roof. From a height of 10 m, stairs must have arcs every 0.7 m with a radius of curvature of 0.35 m and with a center 0.45 m away from the stairs. The platform at the exit to the roof must have a fence with a height of at least 0.6 m;
2nd - steel marching with a slope of no more than 6:1, 0.7 m wide, starting from a height of 2.5 m from the ground level, with platforms at least 8 m apart and with handrails.
2.13. To climb to a height of 10 to 20 m and in places with a difference in roof heights from 1 to 20 m, fire escapes of the 1st type should be used; for climbs to a height of more than 20 m and in places of a difference in heights of more than 20 m, fire escapes of the 2nd type should be used. type.
2.14. When laying cables and pipelines through enclosing structures with standardized fire resistance limits and fire spread limits, the gaps between them should be filled with mortar to the full thickness.
3. Fire barriers
|
Fire barriers |
Type of fire barriers or their elements |
Minimum fire resistance limit of fire barriers or their elements, h |
|
Fire walls |
||
|
Fire partitions |
||
|
Fireproof ceilings |
||
|
Fire doors and windows |
||
|
Fire gates, hatches, valves |
||
|
Airlock vestibules Elements of airlock vestibules: fire partitions fire resistant floors fire doors |
||
|
Elements of fire protection zones: fire walls separating the area from the fire compartments fire barriers inside the area fire resistant floors coating elements exterior walls |
Fire walls, partitions, ceilings, structures of fire zones and airlock vestibules, as well as the filling of light openings in fire barriers must be made of non-combustible materials.
It is allowed to use wood in fire doors and hatches of types 1 and 2 that is protected on all sides by non-combustible materials with a thickness of at least 4 mm or has been deeply impregnated with fire retardants or other fire-retardant treatment, ensuring its compliance with the requirements for low-combustible materials.
It is allowed to use partitions made of plasterboard sheets in accordance with GOST 6266-89 as fire protection, with a frame made of non-combustible materials, with a fire resistance limit of at least 1.25 hours for partitions of the 1st type and 0.75 hours for partitions of the 2nd type. The junctions of these partitions with other structures must have a fire resistance limit of at least 1.25 hours and 0.75 hours, respectively.
3.3. The fire resistance limit of fire doors and gates should be determined according to ST SEV 3974-85, and for fire windows, hatches and valves - according to ST SEV 1000-78. At the same time, limit states for fire resistance for windows are characterized only by collapse and loss of density, and for fire doors of elevator shafts - only by thermal insulation ability and loss of density of the door leaf.
3.4. In fire walls of types 1 and 2, fire doors, gates, windows and valves of types 1 and 2, respectively, should be provided.
In type 1 fire partitions, type 2 fire doors, gates, windows and valves should be provided, and in type 2 fire partitions, type 3 fire doors and windows should be provided.
In fire-resistant floors of the 1st type, fire-resistant hatches and valves of the 1st type should be used, and in fire-resistant ceilings of the 2nd and 3rd types, fire-resistant hatches and valves of the 2nd type should be used.
3.5. Fire walls must rest on foundations or foundation beams, be erected to the full height of the building, and cross all structures and floors.
Fire walls can be installed directly on the frame structures of a building or structure made of non-combustible materials. In this case, the fire resistance limit of the frame, together with its filling and fastening units, must be no less than the required fire resistance limit of the corresponding type of fire wall.
3.6. Fire walls must rise above the roof: at least 60 cm, if at least one of the elements of the attic or non-attic covering, with the exception of the roof, is made of flammable materials; not less than 30 cm, if the elements of the attic or non-attic covering, with the exception of the roof, are made of low-combustible materials.
Fire walls may not rise above the roof if all elements of the attic or non-attic covering, with the exception of the roof, are made of non-combustible materials.
3.7. Fire walls in buildings with external walls made using flammable or low-combustible materials must intersect these walls and protrude beyond the outer plane of the wall by at least 30 cm.
When constructing external walls made of non-combustible materials with strip glazing, fire walls must separate the glazing. In this case, it is allowed that the fire wall does not protrude beyond the outer plane of the wall.
3.8. When dividing a building into fire compartments, the fire protection wall must be the wall of a higher and wider compartment. It is allowed to place windows, doors and gates with non-standardized fire resistance limits in the outer part of the fire wall at a distance above the roof of the adjacent compartment of at least 8 m vertically and at least 4 m from the walls horizontally.
3.9. It is allowed to install ventilation and smoke ducts in fire walls so that where they are located, the fire resistance limit of the fire wall on each side of the duct is at least 2.5 hours.
3.10. Fire partitions in rooms with suspended ceilings should separate the space above them.
3.11. When placing fire walls or fire partitions in places where one part of the building adjoins another at an angle, it is necessary that the horizontal distance between the nearest edges of the openings located in the external walls be at least 4 m, and the sections of walls, cornices and roof overhangs adjacent to fire wall or partition at an angle, for a length of at least 4 m, were made of non-combustible materials. If the distance between these openings is less than 4 m, they must be filled with fire doors or windows of type 2.
3.12. Fireproof ceilings must be adjacent to external walls made of non-combustible materials, without gaps. Fire floors in buildings with external walls that spread fire, or with glazing located at the floor level, must cross these walls and glazing.
3.13. It is allowed, in the cases provided for in SNiP Part 2, to provide fire protection zones of the 1st type instead of fire walls to divide buildings into fire compartments.
The fire zone of the 1st type is made in the form of an insert dividing the building along the entire width (length) and height. The insert is a part of the building formed by type 2 fire walls that separate the insert from the fire compartments. The width of the zone must be at least 12 m.
In premises located within the fire zone, it is not allowed to use or store flammable gases, liquids and materials, as well as to provide for processes associated with the formation of flammable dusts.
It is allowed to use insulation made of low-combustible materials and a roof made of combustible materials in covering the fire zone, taking into account the requirements of clause 3.6.
Openings are allowed in the fire walls of the zone provided they are filled in accordance with clause 3.17.
3.16. Fire walls and zones must retain their functions in the event of a one-sided collapse of adjacent structures.
3.17. It is allowed to provide openings in fire barriers provided they are filled with fire doors, windows, gates, hatches and valves or when airlock vestibules are installed in them. The total area of openings in fire barriers, with the exception of elevator shaft fences, should not exceed 25% of their area. Fire doors and gates in fire barriers must have seals in the vestibules and devices for self-closing. Fire windows must be non-opening.
3.18. Doors of airlock vestibules on the side of rooms in which flammable gases, liquids and materials are not used or stored, and there are no processes associated with the formation of flammable dusts, may be made of flammable materials with a thickness of at least 4 cm and without voids.
In airlock vestibules, air pressure should be provided in accordance with SNiP 2.04.05-86.
3.19. Fire walls, zones, as well as type 1 fire ceilings are not allowed to be crossed by channels, shafts and pipelines for transporting flammable gas and dust-air mixtures, flammable liquids, substances and materials.
3.20. At the intersection of fire walls, fire zones, as well as type 1 fire ceilings with channels, shafts and pipelines (with the exception of water supply, sewerage, steam and water heating pipelines) for transporting media other than those specified in clause 3.19, automatic devices that prevent the spread of combustion products through channels, shafts and pipelines during a fire.
3.21. The enclosing structures of elevator shafts, elevator machine rooms, channels, shafts and niches for laying communications must meet the requirements for fire partitions of the 1st type and type 3 floors.
If it is not possible to install fire doors in the enclosures of elevator shafts, vestibules or halls with type 1 fire partitions and type 3 ceilings should be provided.
3.22. When designing intersections of fire barriers with air ducts, you should be guided by the instructions of SNiP 2.04.05-86.
4. Evacuation of people from premises and buildings
4.1. Evacuation routes must ensure the safe evacuation of all people in buildings through emergency exits.
4.2. Exits are evacuation if they lead from the premises:
a) from the first floor to the outside directly or through the corridor, lobby, staircase;
b) any floor, except the first, into the corridor leading to the staircase, or directly into the staircase (including through the hall). In this case, staircases must have access to the outside directly or through a vestibule, separated from adjacent corridors by partitions with doors;
c) to an adjacent room on the same floor, provided with the exits specified in subparagraphs “a” and “b”, except for the cases specified in SNiP part 2.
When constructing emergency exits from two staircases through a common lobby, one of them, in addition to the exit to the lobby, must have an exit directly to the outside.
Exits to the outside may be provided through vestibules.
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