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SP 24.13330 pile foundations. SP24.13330.2011 Pile foundations. Types of structures by burial method

“SP 24.13330.2011 CODE OF RULES PILE FOUNDATIONS Updated edition of SNiP 2.02.03-85 Official edition Moscow 2011 SP 24.13330.2011 Preface Goals and principles of standardization in...”

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MINISTRY OF REGIONAL DEVELOPMENT

RUSSIAN FEDERATION

SP 24.13330.2011

SET OF RULES

PILE FOUNDATIONS

Updated edition

SNiP 2.02.

Official publication

Moscow 2011

SP 24.13330.2011

Preface

The goals and principles of standardization in the Russian Federation are established by the Federal

Law of December 27, 2002 No. 184-FZ “On Technical Regulation”, and the development rules - by Decree of the Government of the Russian Federation of November 19, 2008.

No. 858 “On the procedure for developing and approving sets of rules.”

Information about the set of rules 1 CONTRACTORS - Research, Design, Survey and Design and Technology Institute of Foundations and Underground Structures named after. N.M. Gersevanov" - Institute of OJSC "National Research Center "Construction" (NIIOSP named after N.M. Gersevanov) 2 INTRODUCED by the Technical Committee for Standardization (TK 465) "Construction"

3 PREPARED for approval by the Department of Architecture, Construction and Urban Development Policy 4 APPROVED by order of the Ministry of Regional Development of the Russian Federation (Ministry of Regional Development of Russia) dated December 27, 2010 No. 786 and put into effect on May 20, 2011.

5 REGISTERED by the Federal Agency for Technical Regulation and Metrology (Rosstandart). Revision of SP 24.13330.

Relevant information, notice and texts are also posted in the public information system - on the official website of the developer (Ministry of Regional Development of Russia) on the Internet © Ministry of Regional Development of Russia, 2010 This regulatory document cannot be fully or partially reproduced, replicated and distributed as an official publication in the territory Russian Federation without permission from the Ministry of Regional Development of Russia II SP 24.13330.2011 Contents Introduction

1 area of use

3 Terms and definitions

4 General provisions

5 Requirements for engineering-geological surveys

6 Types of piles

7.1 Basic calculation instructions

7.2 Calculation methods for determining the bearing capacity of piles

7.3 Determination of the load-bearing capacity of piles based on the results of field tests.........27

7.4 Calculation of piles, pile and combined pile-slab foundations based on deformations……………………………………………………………………………………….. ….. 35

7.5 Features of the design of large-sized bushes and fields of piles and grillage slabs………………….………………………………………………………..……...……

7.6 Features of the design of pile foundations during the reconstruction of buildings and structures

8 Requirements for the design of pile foundations

9 Peculiarities of designing pile foundations in subsiding soils......49 10 Peculiarities of designing pile foundations in swelling soils............

11 Features of designing pile foundations in mined areas

12 Features of the design of pile foundations in seismic areas.........59 13 Features of the design of pile foundations in karst areas………………...……………………………………………………… …………………… 14 Features of designing pile foundations for overhead power transmission line supports

15 Features of the design of pile foundations of low-rise buildings........ 65 Appendix A (informative) Terms and definitions

Appendix E (recommended) Determination of the bearing capacity of piles in subsidence soils based on their strength characteristics..………………………....77 Appendix G (recommended) Calculation of pile foundations under the influence of frost heaving forces.………… ……..……………………………...83

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This set of rules establishes requirements for the design of foundations from different types of piles in various engineering and geological conditions and for any type of construction.

candidates of technical Sciences: A.G. Alekseev, V.A. Barvashov, S.G. Bezvolev, G.I. Bondarenko, V.G. Budanov, A.M. Dzagov, O.I. Ignatova, V.E. Konash, V.V. Mikheev, D.E. Razvodovsky, V.G. Fedorovsky, O.A. Shulyaev, P.I. Yastrebov, engineers L.P. Chashikhina, E.A. Parfenov, with the participation of engineer N.P. Pivnika.

– – –

1 Scope of application This set of rules applies to the design of pile foundations for newly constructed and reconstructed buildings and structures (hereinafter referred to as structures).

The set of rules does not apply to the design of pile foundations for structures erected on permafrost soils, pile foundations for machines with dynamic loads, as well as supports for offshore oilfield and other structures erected on the continental shelf.

Federal Law of December 30, 2009 No. 384-FZ “Technical Regulations on the Safety of Buildings and Structures”

SP 14.13330.2011 “SNiP II-7-81* Construction in seismic areas”

SP 16.13330.2011 “SNiP II-23-81* Steel structures”

SP 64.13330.2011 “SNiP II-25-80 Wooden 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 in undermined areas and subsidence soils”

SP 22.13330.2011 “SNiP 2.02.01-83* Foundations of buildings and structures”

SP 28.13330.2010 “SNiP 2.03.11-85 Protection of building structures from corrosion”

SP 35.13330.2011 “SNiP 2.05.03-84* Bridges and pipes”

SP 38.13330.2010 “SNiP 2.06.04-82* Loads and impacts on hydraulic structures (wave, ice and from ships)”

SP 40.13330.2010 “SNiP 2.06.06-85 Concrete and reinforced concrete dams”

SP 41.13330.2010 “SNiP 2.06.08-87 Concrete and reinforced concrete structures of hydraulic 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 23-01-99* Construction climatology SP 58.13330.2010 “SNiP 33-01-2003 Hydraulic structures. Basic provisions"

Official publication SP 24.13330.2011 SP 63.13330.2010 “SNiP 52-01-2003 Concrete and reinforced concrete structures.

Basic provisions"

GOST 5686-94 Soils. Methods for field testing of piles GOST 9463-88 Round softwood timber. Technical specifications GOST 12248-96 Soils. Methods for laboratory determination of strength and deformability characteristics GOST R 53231-2008 Concrete. Rules for monitoring and assessing strength GOST 19804-91 Reinforced concrete piles. Technical specifications GOST 19804.6-83 Hollow round piles and reinforced concrete composite shell piles with non-prestressing reinforcement. Design and dimensions GOST 19912-2001 Soils. Methods of field testing by static and dynamic probing GOST 20276-99 Soils. Methods for field determination of strength and deformability characteristics GOST 20522-96 Soils. Methods for statistical processing of test results GOST 25100-95 Soils. Classification GOST 26633-91 Heavy and fine-grained concrete GOST 27751-88 Reliability of building structures and foundations.

Basic provisions for the calculation of GOST R 53778-2010 Buildings and structures. Rules for inspection and monitoring of technical condition Note - When using this set of rules, it is advisable to check the validity 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 annually the published index “National Standards”, which was published as of January 1 of the current year, and according to the corresponding monthly published information indexes published in the current year. If the reference document is replaced (changed), then when using this set of rules you should be guided by the replaced (changed) document. If the reference document is canceled without replacement, then the provision in which a reference to it is given applies to the part that does not affect this reference.

3 Terms and definitions Terms with corresponding definitions used in this SP are given in Appendix A.

The names of soils for the foundations of buildings and structures are adopted in accordance with GOST 25100.

4 General provisions

4.1 Pile foundations must be designed based on and taking into account:

a) the results of engineering surveys for construction;

b) information about the seismicity of the construction area;

c) data characterizing the purpose, design and technological features of the structure and the conditions of their operation;

d) loads acting on foundations;

e) the conditions of existing development and the impact of new construction on it;

f) environmental requirements;

g) technical and economic comparison of possible design solutions.

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4.2 When designing, solutions must be provided to ensure the reliability, durability and efficiency of structures at all stages of construction and operation.

4.3 When designing, 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, hydrogeological and environmental conditions.

Data on the climatic conditions of the construction area must be accepted in accordance with SNiP 23-01.

4.4 Work on the design of pile foundations should be carried out in accordance with the technical specifications for the design and the necessary initial data (4.1).

4.5 When designing, the level of responsibility of the structure should be taken into account in accordance with GOST 27751.

4.6 Pile foundations should be designed based on the results of engineering surveys carried out in accordance with the requirements of SP 47.13330, SP 11-104 and section 5 of this SP.

The completed engineering surveys should ensure not only the study of the engineering and geological conditions of new construction, but also the receipt of the necessary data to check the impact of the installation of pile foundations on existing structures and the environment, as well as for design, if necessary, to strengthen the bases and foundations of existing structures.

Design of pile foundations without appropriate sufficient data from engineering and geological surveys is not allowed.

4.7 When using piles for construction near existing structures, it is necessary to assess the influence of dynamic influences on the structures of existing structures, as well as on the machines, instruments and equipment sensitive to vibrations located in them and, if necessary, provide for measurements of vibration parameters of the ground, structures, as well as underground communications during experimental immersion and installation of piles.

4.8 Designs of pile foundations must include full-scale measurements (monitoring). The composition, volume and methods of monitoring are established depending on the level of responsibility of the structure and the complexity of engineering and geological conditions (SP 22.13330).

Field measurements of deformations of bases and foundations should be provided when using new or insufficiently studied structures or foundations, as well as if the design assignment contains special requirements for carrying out field measurements.

4.9 Pile foundations intended for operation in aggressive environments should be designed taking into account the requirements of SP 28.13330, and wooden structures of pile foundations taking into account the requirements for protecting them from rotting, destruction and woodworm damage.

4.10 When designing and constructing pile foundations made of monolithic and prefabricated concrete or reinforced concrete, one should additionally be guided by SP 63.13330, SP 28.13330 and SNiP 3.04.01, as well as comply with the requirements of regulatory documents on the construction of foundations and foundations, geodetic work, safety precautions, fire safety rules when construction and installation works and environmental protection.

SP 24.13330.2011

5 Requirements for engineering-geological tests

5.1 The results of engineering surveys must include information on geology, geomorphology, seismicity, and also contain all the necessary data for choosing the type of foundation, determining the type of piles and their sizes, the design load allowed on the pile, and carrying out calculations for limit states, taking into account the forecast of possible changes (during the construction and operation process) engineering-geological, hydrogeological and environmental conditions of the construction site, as well as the type and scope of engineering measures for its development.

5.2 Surveys for pile foundations generally include the following set of works:

drilling wells with sampling and description of passable soils;

laboratory studies of the physical and mechanical properties of soils and groundwater;

soil probing - static and dynamic;

pressuremetric testing of soils;

soil testing with stamps (static loads);

soil testing with reference and (or) full-scale piles;

experimental work to study the impact of the installation of pile foundations on the environment, including on structures located nearby (on a special assignment from the design organization).

5.3 Mandatory types of work, regardless of the level of responsibility of construction projects and types of pile foundations, are drilling wells, laboratory tests and static or dynamic sounding. In this case, the most preferable sounding method is static, during which, in addition to indicators of static sounding of soils, their density and moisture content are determined using radioactive logging (GOST 19912).

5.4 For objects of increased and normal levels of responsibility, the work specified in 5.2 and 5.3 is recommended to be supplemented by testing soils with pressuremeters and stamps (GOST 20276), standard and full-scale piles (GOST

When constructing high-rise buildings of an increased level of responsibility and buildings with a deep underground part, geophysical research should be included in the survey work to clarify the geological structure of the soil mass between the wells, determine the thickness of layers of soft soils, the depth of aquitards, the direction and speed of movement of groundwater, and in karst areas areas - the depths of rock and karst rocks, their fracturing and karsting.

5.5 When using piles of new designs (according to a special assignment from the design organization), the work should include experimental driving of piles in order to clarify the dimensions and driving mode assigned during the design, as well as full-scale testing of these piles with static loads.

When using combined pile-slab foundations, the work should include soil testing with stamps and full-scale piles.

5.6 When transferring pulling, horizontal or alternating loads to piles, the need for experimental work should be determined in each

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a specific case with the assignment of work volumes taking into account the dominant impact.

5.7 The load-bearing capacity of piles based on the results of field tests of soils with full-scale and reference piles and static probing should be determined in accordance with subsection 7.3.

5.8 Testing of soils with piles, stamps and pressuremeters is carried out, as a rule, in experimental areas selected based on the results of well drilling (and sounding) and located in places with the most characteristic soil conditions, in areas of the most loaded foundations, as well as in places where immersion is possible piles due to soil conditions is doubtful.

It is advisable to test soils with static loads mainly with screw stamps with an area of 600 cm2 in boreholes in order to obtain the deformation modulus and clarify the transition coefficients for the study area in the dependencies recommended by current regulatory documents for determining the deformation modulus of soils according to sounding and pressureometric tests.

5.9 The scope of surveys for pile foundations is recommended to be assigned in accordance with Appendix B, depending on the level of responsibility of the construction site and the category of complexity of soil conditions.

When studying the types of soils found at the construction site within the depth being studied, special attention should be paid to the presence, depth and thickness of soft soils (loose sands, weak clay soils, organomineral and organic soils). The presence of these soils affects the determination of the type and length of piles, the location of the joints of composite piles, the nature of the interface of the pile grillage with the piles, and the choice of the type of pile-driving equipment. The unfavorable properties of these soils must also be taken into account in the presence of dynamic and seismic influences.

5.10 The placement of engineering-geological workings (wells, probing points, soil testing sites) should be carried out in such a way that they are located within the contour of the designed building or, under the same soil conditions, no further than 5 m from it, and in cases where piles are used as an enclosing pit structures - at a distance of no more than 2 m from their axis.

5.11 The depth of engineering-geological workings should be at least 5 m below the designed depth of the lower ends of piles when they are arranged in a row and loads on the pile cluster are up to 3 MN and 10 m lower when pile fields are up to 10-10 m in size and when loads on bush more than 3 MN. When pile fields are more than 10 10 m in size and slab-pile foundations are used, the depth of the excavations must exceed the expected depth of the piles by no less than the depth of the compressible thickness, but not less than half the width of the pile field or slab, and not less than 15 m.

If there are layers of soils with specific properties at the construction site (subsidence, swelling, weak clayey, organomineral and organic soils, loose sands and technogenic soils), the depth of the excavations is determined taking into account the need to excavate them through the entire thickness of the layer to establish the depth of the underlying strong soils and determine their characteristics.

SP 24.13330.2011

5.12 When conducting surveys for pile foundations, the physical, strength and deformation characteristics necessary for calculating pile foundations based on limit states must be determined (Section 7).

The number of determinations of soil characteristics for each engineering geological element must be sufficient for their statistical processing in accordance with GOST 20522.

5.13 For sands, taking into account the difficulties with taking samples of an undisturbed structure, sounding - static or dynamic - should be provided as the main method for determining their density and strength characteristics for objects of all levels of responsibility.

Probing is the main method for determining the deformation modulus of both sand and clay soils for objects of the III level of responsibility and one of the methods for determining the deformation modulus (in combination with pressuremetric and stamp tests) for objects of I and II levels of responsibility.

5.14 When using pile foundations to strengthen the foundations of reconstructed buildings and structures during engineering-geological surveys, additional work must be carried out to examine the foundation foundations and instrumental geodetic observations of the movements of building structures.

In addition, the compliance of new survey materials with archival data (if available) must be established and a conclusion must be drawn up on changes in engineering-geological and hydrogeological conditions caused by the construction and operation of the reconstructed structure.

Notes 1 Inspection of the technical condition of foundation structures and buildings must be carried out on the instructions of the customer by a specialized organization.

2 It is advisable to estimate the length of existing piles in the foundations of a reconstructed building using radar-type devices.

5.15 The inspection of foundation bases should be preceded by:

visual assessment of the condition of the upper structure of the building, including recording of existing cracks, their size and nature, installation of beacons on cracks;

identifying the operating mode of the building in order to establish factors that negatively affect the foundation;

establishing the presence of underground communications and drainage systems and their condition;

familiarization with archival materials of engineering and geological surveys carried out at the reconstruction site.

Carrying out a geodetic survey of the position of the structures of the reconstructed building and plinths is necessary to assess the possible occurrence of uneven settlements (rolls, deflections, relative mixing).

When inspecting buildings being reconstructed, the condition of the surrounding area and nearby buildings should also be taken into account.

5.16 Inspection of foundation bases and the condition of foundation structures is carried out by drilling pits with the selection of soil monoliths directly from under the base of the foundations and the walls of the pit. Below the depth of the pits, the engineering-geological structure, hydrogeological conditions and soil properties must be investigated by drilling and probing, with boreholes and probing points placed along the perimeter of the building or structure at a distance of no more than 5 m from them.

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5.17 When strengthening the foundations of reconstructed structures with the installation of driven, pressed, bored or drilled injection piles, the drilling and probing depth should be taken according to the instructions of 5.11.

5.18 A technical report on the results of engineering-geological surveys for the design of pile foundations must be drawn up in accordance with the SP

47.13330 and SP 11-105.

All soil characteristics must be presented in the report, taking into account the forecast of possible changes (during the construction and operation of the building) of the engineering geological and hydrogeological conditions of the site.

If there are full-scale tests of piles with static or dynamic loads, their results must be presented. The sounding results should include data on the load-bearing capacity of the piles.

If there is groundwater with aggressive properties on the site, it is necessary to provide recommendations for anti-corrosion protection of piles.

In cases where interlayers or thicknesses of specific soils and hazardous geological processes (karst-suffosion, landslides, etc.) are identified at the construction site, it is necessary to provide data on their distribution and intensity of manifestation.

5.19 During geotechnical surveys and studies of soil properties for the design and installation of pile foundations, it is also necessary to take into account the additional requirements set out in sections 9 15 of this SP.

6 Types of piles

6.1 According to the method of deepening into the ground, the following types of piles are distinguished:

a) pre-fabricated driven and pressed (hereinafter referred to as driven) reinforced concrete, wood and steel, immersed in the ground without drilling it or into leader wells using hammers, vibratory hammers, vibrating, vibro-impact and pressing devices, as well as reinforced concrete shell piles with a diameter of up to 0.8 m, buried with vibratory hammers without excavation or with partial excavation and not filled with concrete mixture (see GOST 19804);

b) reinforced concrete shell piles, driven by vibratory hammers with soil excavated from their cavity and filled partially or completely with concrete mixture;

c) pressed concrete and reinforced concrete, installed in the ground by placing concrete mixture in wells formed as a result of forced displacement - squeezing out the soil;

d) reinforced concrete drills, installed in the ground by filling drilled holes with concrete mixture or installing reinforced concrete elements in them;

e) screw piles, consisting of a metal screw blade and a tubular metal shaft with a significantly smaller cross-sectional area compared to the blade, immersed in the ground by screwing it in combination with indentation.

6.2 According to the conditions of interaction with the soil, piles should be divided into pile racks and hanging piles (friction piles).

Rack piles should include piles of all types resting on rocky soils, and driven piles, in addition, on low-compressible soils. Powers

SP 24.13330.2011

soil resistance, with the exception of negative (negative) friction forces, on the side surface of rack piles should not be taken into account in calculations of their load-bearing capacity on the foundation soil for compressive load.

Hanging piles (friction piles) include piles of all types that rest on compressible soils and transfer the load to the foundation soils with their side surface and lower end.

Note - Low-compressible soils include coarse-grained soils with medium-density and dense sand filler, as well as clays of solid consistency in a water-saturated state with a deformation modulus of E 50 MPa.

6.3 Driven reinforced concrete piles with a cross-sectional size of up to 0.8 m inclusive and shell piles with a diameter of 1 m or more should be subdivided:

a) according to the method of reinforcement - on piles and shell piles with non-prestressed longitudinal reinforcement with transverse reinforcement and on prestressed ones with rod or wire longitudinal reinforcement (made of high-strength wire and reinforcing ropes) with and without transverse reinforcement;

b) according to the cross-sectional shape - into square, rectangular, T- and I-section piles, square with a round cavity, hollow round section;

c) according to the shape of the longitudinal section - prismatic, cylindrical, with inclined side faces (pyramidal, trapezoidal);

d) according to design features - for solid and composite piles (from separate sections);

e) according to the design of the lower end - on piles with a pointed or flat lower end, or volumetric widening (club-shaped) and on hollow piles with a closed or open lower end or with a camouflage heel.

Note - Driven piles with a camouflage heel are constructed by driving hollow round-section piles with a closed steel hollow tip, followed by filling the cavity of the pile and the tip with a concrete mixture and a device using an explosion of the camouflage heel within the tip. The designs of such piles should include instructions on compliance with the rules for drilling and blasting operations.

6.4 Driven-in piles according to the method of construction are divided into:

a) stuffed ones, installed by immersing (driving, pressing or screwing) inventory pipes, the lower end of which is closed by a shoe (tip) or concrete plug left in the ground, with the subsequent removal of these pipes as the wells are filled with concrete mixture, including after widening from compacted dry concrete mixture;

b) vibro-stamped ones, installed in punched wells by filling the wells with a rigid concrete mixture, compacted with a vibrating stamp in the form of a pipe with a pointed lower end and a vibrating hammer attached to it;

c) driven in a stamped bed, arranged by stamping pyramidal or cone-shaped holes in the ground and then filling them with concrete mixture.

6.5 Drilled piles according to the method of construction are divided into:

a) bored solid sections with and without widening, concreted in wells drilled in clayey soils above the groundwater level without fastening the walls of the wells, and in any soils below the groundwater level - with fastening the walls of the wells with clay solution or inventory removable casing pipes;

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b) drilled using continuous hollow auger technology;

c) barrettes - drilled piles produced by technological equipment such as a flat grab or a soil cutter;

d) bored holes with a camouflage heel, constructed by drilling wells with the subsequent formation of a widening by explosion (including electrochemical) and filling the wells with a concrete mixture;

e) drilling injection machines with a diameter of 0.15-0.35 m, installed in drilled wells by pumping (injecting) a fine-grained concrete mixture into them, and also installed with a hollow auger;

f) drilling injection with a diameter of 0.15-0.35 m, performed with compaction of the surrounding soil by processing the well using discharge-pulse technology (a series of discharges of high-voltage current pulses - RIT);

g) pile-pillars, constructed by drilling wells with or without widening, laying monolithic cement-sand mortar in them and lowering cylindrical or prismatic elements of solid cross-section with sides or a diameter of 0.8 m or more into the wells;

h) bored piles with a camouflage heel, which differ from bored piles with a camouflage heel (see subparagraph “d”) in that after the formation and filling of the camouflage widening, a reinforced concrete pile is lowered into the hole.

6.6 The use of piles with retained casing pipes is permitted only in cases where the possibility of using other foundation design solutions is excluded (when installing bored piles in soil layers with a filtration flow rate of more than 200 m/day, when using bored piles to secure existing landslide slopes and in other justified cases).

When installing bored piles in water-saturated clay soils to secure the walls of wells, it is allowed to use excess water pressure of at least 0.5 atm, provided that the work site is at least 25 m away from existing objects (this requirement does not apply to the case of installing piles with drilling under the protection of inventory casing pipes).

6.7 Reinforced concrete and concrete piles should be designed from heavy concrete in accordance with GOST 26633.

For non-standardized driven reinforced concrete piles, as well as for cast-in-place and drilled piles, it is necessary to provide concrete of a class not lower than B15, for driven reinforced concrete piles with prestressed reinforcement - not lower than B22.5.

6.8 Reinforced concrete grillages of pile foundations should be designed from heavy concrete of a class not lower than: for monolithic ones B15, for prefabricated ones - B20.

For bridge supports, the concrete class of piles and pile grillages should be assigned in accordance with the requirements of SP 35.13330, and for hydraulic structures - SP

40.13330 and SP 41.13330.

6.9 Concrete for embedding reinforced concrete columns in pile caps, as well as pile caps for prefabricated strip grillages, should be provided in accordance with the requirements of SP 63.13330, but not lower than class B15.

Note - For supports of bridges and hydraulic structures, the class of concrete for embedding prefabricated elements of pile foundations must be one step higher than the class of concrete of the prefabricated elements being connected.

6.10 Concrete grades for frost resistance and water resistance of piles and pile caps should be assigned in accordance with GOST 19804.6, SP 63.13330, for bridges SP 24.13330.2011 and hydraulic structures - respectively SP 35.13330 and SP 40.13330.

6.11 Wooden piles must be made from coniferous logs (pine, spruce, larch, fir), meeting the requirements of GOST 9463, with a diameter of 22-34 cm and a length of 6.5 and 8.5 m. The natural conicity (run) of the logs is preserved.

7 Design of pile foundations

7.1 Basic instructions for calculation 7.1.1 Calculation of pile foundations and their foundations must be performed in accordance with GOST 27751 for limit states:

first group:

a) on the strength of the material of piles and pile caps;

b) according to the bearing capacity (ultimate resistance) of the soil at the base of the piles;

c) loss of general stability of the foundations of pile foundations, if significant horizontal loads are transferred to them (retaining walls, foundations of spacer structures, etc.), including seismic ones, if the structure is located on or near a slope or if the foundation is composed of steeply dipping layers of soil. This calculation should be made taking into account the design measures provided to prevent displacement of the designed foundation;

second group:

a) by settlements of pile bases and pile foundations from vertical loads (see subsection 7.4);

b) on the movements of piles together with the foundation soil under the action of horizontal loads and moments (see Appendix B);

c) due to the formation or excessive opening of cracks in elements of reinforced concrete structures of pile foundations.

7.1.2 When calculating the foundations of pile foundations, the combined effect of force factors and unfavorable influences of the external environment should be taken into account (for example, the influence of groundwater and its regime on the physical and mechanical properties of soils, etc.).

The structure and its foundation must be considered together, i.e. the interaction of the structure with the compressible foundation must be taken into account.

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 foundation 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 changes in the process of 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, and the development of areas of plastic deformation under the foundation.

The calculation of pile foundations should be carried out with the construction of mathematical models that describe the mechanical behavior of pile foundations for the first or second limit state. The calculation model can be presented in analytical or numerical form. When calculating the bearing capacity and settlement of single piles, preference should be given to tabulated or

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analytical solutions given in this SP. Calculations of large-sized pile clusters and combined pile-slab foundations (CPFs) should mainly be carried out numerically.

When designing pile foundations, the rigidity of the structures connecting the pile heads should be taken into account, which should be reflected in the calculation model.

In this case, when drawing up a calculation model, the following should also be taken into account:

soil conditions of the construction site;

hydrogeological regime;

features of pile construction;

presence of slurry under the lower end of the piles.

When carrying out numerical calculations, the design scheme of the “grillage - piles - soil foundation” system must be selected taking into account the most significant factors that ultimately determine the resistance of the specified system. It is necessary to take into account the duration and possible changes in time of loading of piles and pile foundations.

The design model of pile foundations should be constructed in such a way as to contain an error only in the direction of the safety margin of the designed above-ground structures. If such an error cannot be determined in advance, it is necessary to carry out variant calculations and determine the most unfavorable impacts for above-ground structures.

When carrying out computer calculations of pile foundations, one should take into account possible uncertainties associated with the purpose of the calculation model and the choice of deformation and strength parameters of the foundation soils. To do this, when carrying out numerical calculations that determine the possible resistance of single piles, groups of piles and pile-slab foundations, it is recommended to compare the calculation results of individual elements of the design scheme with analytical solutions, as well as to compare alternative calculation results using various geotechnical programs.

7.1.3 Loads and impacts taken into account in the calculations of pile foundations, load safety factors, as well as possible combinations of loads should be taken in accordance with the requirements of SP 20.13330, SP 22.13330.

7.1.4 Calculation of piles, pile foundations and their foundations in terms of bearing capacity must be carried out for basic and special combinations of loads, and in terms of deformations - for main combinations.

7.1.5 Loads, impacts, their combinations and load safety factors when calculating pile foundations of bridges and hydraulic structures should be taken in accordance with the requirements of SP 35.13330; SP 40.13330; SP 38.13330 and SP 58.13330.

7.1.6 All calculations of piles, pile foundations and their foundations should be performed using the calculated values of the characteristics of materials and soils.

The calculated values of the characteristics of materials of piles and pile caps should be taken in accordance with the requirements of SP 63.13330, SP 16.13330, SP 64.13330, SP

35.13330 and SP 40.13330.

The calculated values of soil characteristics should be determined in accordance with GOST 20522, the calculated values of the soil bed coefficients cz surrounding the pile should be taken in accordance with Appendix B.

The calculated soil resistances under the lower end of the pile R and on the side surface of the pile fi should be determined according to the instructions in subsection 7.2.

SP 24.13330.2011

If the results of field studies conducted in accordance with the requirements of subsection 7.3 are available, the load-bearing capacity of the soil at the base of the piles should be determined taking into account data from static sounding of soils, soil testing with reference piles, or according to data from dynamic tests of piles. In the case of testing piles with a static load, the bearing capacity of the soil at the base of the pile should be taken based on the results of these tests, taking into account the recommendations of subsection 7.3.

For objects for which full-scale piles have not been tested with static loads, it is recommended to determine the load-bearing capacity of the soil at the base of the pile using several of the possible methods specified in subsections 7.2 and 7.3, taking into account the level of responsibility of the structure.

7.1.7 Calculation of piles and pile caps based on the strength of the material must be carried out in accordance with the requirements of the current rules for the calculation of concrete, reinforced concrete, steel and wooden structures.

Calculation of elements of reinforced concrete structures of pile foundations for the formation and opening of cracks should be carried out in accordance with the requirements of SP 63.13330, for bridges and hydraulic structures - also taking into account the requirements of SP 35.13330 and SP 40.13330, respectively.

7.1.8 When calculating piles of all types based on the strength of the material, the pile can be considered as a rod rigidly clamped in the soil in a section located from the base of the grillage at a distance l1, determined by the formula

– – –

where l0 is the length of the pile section from the base of the high grillage to the ground level, m;

Deformation coefficient, 1/m, determined according to the recommended Appendix D.

If for drilled piles and shell piles buried through the thickness of non-rocky soil and embedded in rocky soil, the ratio h should be taken (where h is the immersion depth of the pile or shell pile, measured from its lower end to the level of the soil level at high grillage, the base of which is located above the ground, and to the base of the grillage with a low grillage, the base of which rests or is buried in non-rocky soils, with the exception of highly compressible ones, m).

When calculating the strength of the material of drilled injection piles cutting through highly compressible soils with a deformation modulus E of 5 MPa, the design length of the piles for longitudinal bending ld depending on the diameter of the piles d should be taken equal to:

at E 2 MPa ld = 25 d at 2 E 5 MPa ld = 15 d.

If ld exceeds the thickness of the highly compressible soil layer hg, the design length should be taken equal to 2hg.

7.1.9 When calculating cast-in-place, drilled piles and barettes (except for pillar piles and bored piles) based on the strength of the material, the design resistance of concrete should be taken with a reduction factor for operating conditions cb = 0.85, taking into account concreting in a narrow space of wells and casing pipes, and additional reduction factor "cb", taking into account the influence of the method of piling work:

SP 24.13330.2011

a) in clayey soils, if drilling wells and concreting them dry without fastening the walls is possible when the groundwater level during the construction period is below the heel of the piles, "cb = 1.0;

b) in soils in which wells are drilled and concreted dry using removable casing pipes or hollow augers, "cb = 0.9;

c) in soils in which wells are drilled and concreted in the presence of water using removable casing pipes or hollow augers, "cb = 0.8;

d) in soils in which well drilling and concreting is carried out under clay solution or under excess water pressure (without casing), "cb = 0.7.

Note - Concreting of piles under water or under clay mortar should only be done using the vertically displaced pipe (VPT) method or using concrete pumps.

7.1.10 Calculations of the structures of piles of all types should be made for the impact of loads transmitted to them from the structure, and pre-fabricated (driven) piles, in addition, for the forces arising in them from their own weight during the manufacture, storage, transportation of piles, as well as when lifting them onto the pile driver at one point distant from the head of the piles by 0.3l (where l is the length of the pile).

In this case, the force in the pile due to its own weight should be determined taking into account the dynamic coefficient equal to:

1.5 - when calculating by strength;

1.25 - when calculating based on the formation and opening of cracks.

In these cases, the safety factor for the load to the pile’s own weight is taken equal to one.

7.1.11 A pile as part of a foundation and a single pile in terms of the bearing capacity of the foundation soil should be calculated based on the condition 0 Fd N (7.2), nk where N is the design load transmitted to the pile (the longitudinal force arising in it from the design loads acting on the foundation with their most unfavorable combination), determined in accordance with 7.1.12;

Fd is the bearing capacity (ultimate resistance) of the soil at the base of a single pile, hereinafter referred to as the bearing capacity of the pile and determined in accordance with subsections 7.2 and 7.3;

0 - coefficient of working conditions, taking into account the increase in the uniformity of soil conditions when using pile foundations, taken equal to 0 = 1 for a single-pile foundation and 0 = 1.15 for a cluster arrangement of piles;

n is the reliability coefficient for the purpose (responsibility) of the structure, taken equal to 1.2; 1.15 and 1.10, respectively, for structures of I, II and III levels of responsibility;

k - soil reliability coefficient, taken equal to:

1.2 - if the load-bearing capacity of the pile is determined based on the results of field tests with a static load;

1.25 - if the load-bearing capacity of the pile is determined by calculation based on the results of static sounding of the soil or based on the results of dynamic tests of the pile,

SP 24.13330.2011

made taking into account elastic deformations of the soil, as well as based on the results of field tests of soils with a reference pile or a probe pile;

1.4 - if the load-bearing capacity of the pile is determined by calculation, including based on the results of dynamic tests of piles performed without taking into account elastic deformations of the soil;

1.4 (1.25) - for foundations of bridge supports with a low grillage, on hanging piles (friction piles) and rack piles, and with a high grillage - only with rack piles that take a compressive load regardless of the number of piles in the foundation.

For foundations of bridge supports and for hydraulic structures with a high or low grillage, the base of which rests on highly compressible soil, and hanging piles that take a compressive load, as well as for any structures with any type of grillage and hanging piles and rack piles that take a pull-out load, k is taken depending on the number of piles in the foundation:

With 21 piles or more 1.4 (1.25);

from 11 to 20 piles 1.55 (1.4);

» 6 » 10 » 1.65 (1.5);

» 1 » 5 » 1.75 (1.6).

For foundations made of a single pile under a column with a load on a driven square pile of more than 600 kN and a cast-in-place pile of more than 2500 kN, the value of the coefficient k should be taken equal to 1.4 if the load-bearing capacity of the pile is determined from the results of static load tests, and 1.6 if the load-bearing capacity of the pile is determined by other methods.

Notes 1 Values of k are given in parentheses in the case when the load-bearing capacity of the pile is determined based on the results of field tests with a static load or by calculation based on the results of static sounding of soils.

2 When calculating piles of all types for both pressing and pulling loads, the longitudinal force arising in the pile from the design load N should be determined taking into account the own weight of the pile, taken with a load safety factor that increases the design force.

3 If the calculation of pile foundations is carried out taking into account wind and crane loads, then the design load taken by the outermost piles can be increased by 20% (except for the foundations of power transmission line supports).

4 If the foundation piles of the bridge support in the direction of action of external loads form one or several rows, then when taking into account (joint or separate) loads from braking, wind pressure, ice and ship pile-up, perceived by the most loaded pile, the design load can be increased by 10% at four piles in a row and by 20% with eight piles or more. With an intermediate number of piles, the percentage increase in the design load is determined by interpolation.

7.1.12 The design load on the pile N, kN, should be determined by considering the foundation as a group of piles united by a rigid grillage that absorbs vertical and horizontal loads and bending moments.

For foundations with vertical piles, the design load on the pile can be determined by the formula M yx Nd Mxy (7.3) N, yi2 xi2 n where Nd is the design compressive force, kN, transmitted to the pile grillage at the level of its base;

Mx, My - calculated bending moments transmitted to the pile grillage in the plane of the base, kN m, relative to the main central axes x and y of the pile plan in the plane of the base of the grillage;

SP 24.13330.2011

N is the number of piles in the foundation;

xi, yi - distances from the main axes to the axis of each pile, m;

x, y - distances from the main axes to the axis of each pile for which the design load is calculated, m.

7.1.13 The horizontal load acting on a foundation with a rigid grillage with vertical piles of the same cross-section may be assumed to be uniformly distributed between all piles.

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PILE FOUNDATIONS

Updated edition

SNiP 2.02.03-85

Official publication

Moscow 2011

SP 24.13330.2011

Preface

The goals and principles of standardization in the Russian Federation are established by Federal Law No. 184-FZ of December 27, 2002 “On Technical Regulation”, and the development rules are established by Decree of the Government of the Russian Federation of November 19, 2008 No. 858 “On the procedure for the development and approval of sets of rules "

Rulebook Details

1 CONTRACTORS - Research, Design, Survey and Design and Technology Institute of Foundations and Underground Structures named after. N.M. Gersevanov" - Institute of OJSC "National Research Center "Construction" (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 Development 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 24.13330.2010

Information about changes to this set of rules is published in the annually published information index “National Standards”, and the text of changes and amendments is published in the monthly published information index “National Standards”. In case of revision (replacement) or cancellation of this set of rules, the corresponding notice will be published in the monthly published information index “National Standards”. Relevant information, notices and texts are also posted in the public information system - on the official website of the developer (Ministry of Regional Development of Russia) on the Internet

This regulatory document cannot be fully or partially reproduced, replicated and distributed as an official publication on the territory of the Russian Federation without permission from the Ministry of Regional Development of Russia

		SP 24.13330.2011

Introduction........................................................ ........................................................ ...............................
	Application area................................................ ........................................................ ............

	Terms and Definitions............................................... ........................................................ .......
	General provisions................................................... ........................................................ ................
	Requirements for engineering-geological surveys.................................................................... ..........
	Types of piles........................................................ ........................................................ ...............................
	Design of pile foundations................................................................... ............................
		Basic instructions for calculations........................................................ ...........................................
		Calculation methods for determining the load-bearing capacity of piles....................................................
		Determination of the load-bearing capacity of piles based on the results of field tests.........

7.4 Calculation of piles, piled and combined pile-slab foundations according to deformations………………………………………………………………. . …. . 35

7.5 Features of the design of large-sized bushes and fields of piles and grillage slabs………………….………………………………………………………..……...……40

7.6 Features of designing pile foundations for reconstruction of buildings

		and structures......................................................... ........................................................ ...................
	Requirements for the design of pile foundations.................................................... .....
	Features of designing pile foundations in subsidence soils..................
		Features of designing pile foundations in swelling soils............
		Features of designing pile foundations on undermined
		territories........................................................ ........................................................ ....................
		Features of designing pile foundations in seismic areas.........

13 Features of designing pile foundations in karst areas………………...………………………………………………………………………………62

14 Features of designing pile foundations for overhead line supports

power transmission......................................................... ........................................................ .............
15 Features of designing pile foundations of low-rise buildings...................
Appendix A (informative) Terms and definitions.................................................... ..............

surveys for the design of pile foundations.................................

and horizontal forces and moment................................................... ....................

with an inclination of the side faces i p > 0.025.................................................... .............

staging….………………………………………………………………………………..76

soils according to their strength characteristics..………………………...77

forces of frost heaving.………………..……………………………......83

SP 24.13330.2011

Introduction

This set of rules establishes requirements for the design of foundations from different types of piles in various engineering and geological conditions and for any type of construction.

Developed by NIIOSP named after. N.M. Gersevanov - Institute of OJSC "National Research Center "Construction": Doctor of Technical Sciences. Sciences B.V. Bakholdin, V.P. Petrukhin and Ph.D. tech. Sciences I.V. Kolybin - topic leaders; Dr. Tech. Sciences: A.A. Grigoryan, E.A. Sorochan, L.R. Stavnitser; candidates of technical Sciences: A.G. Alekseev, V.A. Barvashov, S.G. Bezvolev, G.I. Bondarenko, V.G . Budanov, A.M. Dzagov, O.I. Ignatova, V.E. Konash, V.V. Mikheev, D.E. Razvodovsky, V.G. Fedorovsky, O.A. Shulyatiev, P.I. Yastrebov, engineers L.P. Chashikhina, E.A. Parfenov, with the participation of engineer N.P. Pivnika.

SP 24.13330.2011

SET OF RULES

PILE FOUNDATIONS

Pile foundations

Date of introduction 2011-05-20

1 area of use

This set of rules applies to the design of pile foundations for newly constructed and reconstructed buildings and structures (hereinafter referred to as structures).

Federal Law of December 30, 2009 No. 384-FZ “Technical Regulations on the Safety of Buildings and Structures”

SP 14.13330.2011 “SNiP II-7-81* Construction in seismic areas” SP 16.13330.2011 “SNiP II-23-81* Steel structures”

SP 64.13330.2011 “SNiP II-25-80 Wooden 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 in undermined areas and subsidence soils”

SP 22.13330.2011 “SNiP 2.02.01-83* Foundations of buildings and structures” SP 28.13330.2010 “SNiP 2.03.11-85 Protection of building structures from

corrosion" SP 35.13330.2011 "SNiP 2.05.03-84* Bridges and pipes"

SP 38.13330.2010 “SNiP 2.06.04-82* Loads and impacts on hydraulic structures (wave, ice and from ships)”

SP 40.13330.2010 “SNiP 2.06.06-85 Concrete and reinforced concrete dams” SP 41.13330.2010 “SNiP 2.06.08-87 Concrete and reinforced concrete structures

hydraulic 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 23-01-99* Construction climatology SP 58.13330.2010 “SNiP 33-01-2003 Hydraulic structures. Basic

provisions"

Official publication

SP 24.13330.2011

SP 63.13330.2010 “SNiP 52-01-2003 Concrete and reinforced concrete structures. Basic provisions"

GOST 5686-94 Soils. Methods for field testing of piles GOST 9463-88 Round softwood timber. Specifications

GOST 12248-96 Soils. Methods for laboratory determination of strength and deformability characteristics

GOST R 53231-2008 Concrete. Rules for monitoring and assessing strength GOST 19804-91 Reinforced concrete piles. Specifications

GOST 19804.6-83 Hollow round piles and reinforced concrete composite shell piles with non-prestressing reinforcement. Design and dimensions

GOST 19912-2001 Soils. Methods of field testing by static and dynamic probing

GOST 20276-99 Soils. Methods for field determination of strength and deformability characteristics

GOST 20522-96 Soils. Methods for statistical processing of test results

GOST 25100-95 Soils. Classification GOST 26633-91 Heavy and fine-grained concrete

GOST 27751-88 Reliability of building structures and foundations. Basic principles for calculation

GOST R 53778-2010 Buildings and structures. Rules for inspection and monitoring of technical condition

Note - When using this set of rules, it is advisable to check the validity 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 was published as of January 1 of the current year, and according to the corresponding monthly information indexes published in the current year. If the reference document is replaced (changed), then when using this set of rules you should be guided by the replaced (changed) document. If the reference document is canceled without replacement, then the provision in which a reference to it is given applies to the part that does not affect this reference.

3 Terms and definitions

Terms with corresponding definitions used in this SP are given in Appendix A.

The names of soils for the foundations of buildings and structures are adopted in accordance with GOST 25100.

4 General provisions

4.1 Pile foundations must be designed on the basis of and taking into account: a) the results of engineering surveys for construction; b) information about the seismicity of the construction area;

c) data characterizing the purpose, design and technological features of the structure and the conditions of their operation;

d) loads acting on foundations; e) the conditions of existing development and the impact of new construction on it; f) environmental requirements;

g) technical and economic comparison of possible design solutions.

SP 24.13330.2011

4.2 When designing, solutions must be provided to ensure the reliability, durability and cost-effectiveness of structures at all stages of construction and operation.

Data on the climatic conditions of the construction area must be accepted in accordance with SNiP 23-01.

4.4 Work on the design of pile foundations should be carried out in accordance with the technical specifications for the design and the necessary initial data (4.1).

4.5 When designing, the level of responsibility of the structure should be taken into account

V in accordance with GOST 27751.

4.6 Pile foundations should be designed based on the results of engineering surveys carried out in accordance with the requirements of SP 47.13330, SP 11-104 and section 5 of this SP.

Design of pile foundations without appropriate sufficient data from engineering and geological surveys is not allowed.

4.7 When using piles for construction near existing structures, it is necessary to assess the influence of dynamic influences on the structures of existing structures, as well as on the vibration-sensitive machines, instruments and equipment located in them and, if necessary, provide for measurements of vibration parameters of the ground, structures, as well as underground communications during experienced immersion and installation of piles.

4.8 Pile foundation projects must include full-scale measurements (monitoring). The composition, volume and methods of monitoring are established depending on the level of responsibility of the structure and complexity engineering and geological conditions (SP 22.13330).

4.9 Pile foundations intended for operation in aggressive environments should be designed taking into account the requirements of SP 28.13330, and

wooden structures of pile foundations, taking into account the requirements for protecting them from rotting, destruction and woodworm damage.

SP 24.13330.2011

5 Requirements for engineering-geological tests

5.1 The results of engineering surveys must include information about geology, geomorphology, seismicity, and also contain all the necessary data for choosing the type of foundation, determining the type of piles and their sizes, the design load allowed on the pile, and carrying out calculations for limit states, taking into account the forecast of possible changes ( during construction and operation) engineering-geological, hydrogeological and environmental conditions of the construction site, as well as the type and scope of engineering measures for its development.

5.2 Surveys for pile foundations generally include the following set of works:

drilling wells with sampling and description of passable soils; laboratory studies of the physical and mechanical properties of soils and underground

soil probing - static and dynamic; pressuremetric testing of soils; soil testing with stamps (static loads);

soil testing with reference and (or) full-scale piles; experimental work to study the influence of the installation of pile foundations on

the environment, including those located nearby (on a special assignment from the design organization).

5.4 For objects of increased and normal levels of responsibility, the work specified in 5.2 and 5.3 is recommended to be supplemented with soil testing with pressuremeters and stamps (GOST 20276), standard and full-scale piles (GOST 5686) in accordance with the recommendations of Appendix B. In this case, it is necessary to take into account the categories of complexity of soil conditions, installed depending on the homogeneity of soils in terms of occurrence conditions and properties (see Appendix B).

5.5 When using piles of new designs (on a special assignment from the design organization), the work should include experimental driving of piles in order to clarify the dimensions and driving mode assigned during the design, as well as full-scale testing of these piles with static loads.

When using combined pile-slab foundations, the work should include soil testing with stamps and full-scale piles.

5.6 When transferring pulling, horizontal or alternating loads to piles, the need for experimental work should be determined in each

SP 24.13330.2011

a specific case with the assignment of work volumes taking into account the dominant impact.

5.7 The load-bearing capacity of piles based on the results of field tests of soils with full-scale and reference piles and static probing should be determined in accordance with subsection 7.3.

5.8 Testing of soils with piles, stamps and pressuremeters is carried out, as a rule, in experimental areas selected based on the results of well drilling (and sounding) and located in places with the most characteristic soil conditions, in areas of the most loaded foundations, as well as in places where it is possible to immerse piles The ground conditions are questionable.

V as the enclosing structure of the pit - at a distance of no more than 2 m from their axis.

5.11 The depth of engineering-geological workings must be at least 5 m below the designed depth of the lower ends of the piles when they are laid

location and loads on the pile cluster up to 3 MN and 10 m below with pile fields up to 10 10 m in size and with loads on the pile more than 3 MN. When pile fields are more than 10 10 m in size and slab-pile foundations are used, the depth of the excavations must exceed the expected depth of the piles by no less than the depth of the compressible thickness, but not less than half the width of the pile field or slab, and not less than 15 m.

SP 24.13330.2011

The number of determinations of soil characteristics for each engineering geological element must be sufficient for their statistical processing in accordance with GOST 20522.

5.13 For sands, taking into account the difficulties with taking samples of an undisturbed structure, probing - static or dynamic - should be considered as the main method for determining their density and strength characteristics for objects of all levels of responsibility.

5.14 When using pile foundations to strengthen the foundations of reconstructed buildings and structures when In geotechnical surveys, additional work must be carried out to inspect the foundations

And instrumental geodetic observations of movements of building structures.

Notes 1 Inspection of the technical condition of foundation structures and buildings must be carried out

on the instructions of the customer by a specialized organization.

2 It is advisable to estimate the length of existing piles in the foundations of a reconstructed building using radar-type devices.

5.15 An inspection of the foundation bases should be preceded by: a visual assessment of the condition of the upper structure of the building, including fixation

existing cracks, their size and nature, installation of beacons on cracks; identifying the operating mode of the building in order to determine the factors

negatively acting on the base; establishing the presence of underground communications and drainage systems and their condition;

familiarization with archival materials of engineering and geological surveys carried out at the reconstruction site.

When inspecting buildings being reconstructed, the condition of the surrounding area and nearby buildings should also be taken into account.

gildtvv, thanks for the message, we will correct the typo in the hypertext.

Everything is correct in the document scan.

Brief summary from the developer

Updating and harmonization with Eurocodes

SNiP 2.02.03-85 “Pile foundations”

The main contractor is OJSC “National Research Center “Construction” NIIOSP named after. Gersevanova

The updated SNiP 2.02.03-85 “Pile foundations” was made in development of the provisions of SNiP 2.02.03-85 in order to increase the level of reliability and safety of buildings and structures (mechanical safety, safety during hazardous natural processes (phenomena) and man-made impacts, safe level of impact new construction of buildings and structures on the environment, etc.) in accordance with Federal Law 384-FZ “Technical Regulations on the Safety of Buildings and Structures”, as well as in order to ensure compliance of building standards with the requirements of modern construction conditions (development of monolithic housing construction, increase in construction volume high-rise buildings, construction of structures with an underground part in dense urban areas, etc.) and requirements aimed at energy saving in accordance with Federal Law 261-FZ “On Energy Saving and Improving Efficiency and on Amendments to Certain Acts of the Russian Federation” (reducing material consumption, increasing reliability, reducing construction risks, etc.). The updated SNiP 2.02.03-85 has been modified in relation to the design principles laid down in the Eurocode.

The basis for the harmonization of SNiP 2.02.03-85 and the European standard is the general principles of design and calculation of foundations and foundations based on limit states and the use of partial reliability factors. When updating SNiP 2.02.03-85, the document provides for calculation requirements for all limit states regulated for pile foundations by the European standard, namely: the limit state of a single pile for indentation, pullout or lateral loads; limiting state of the pile foundation as a whole; limit state associated with unacceptable deformations of the upper structures due to deformations or movements of the foundations. The updated SNiP provides for a unified system of partial reliability factors corresponding to one of the three calculation approaches regulated by the European standard.

The division of piles into driven, driven and drilled ones adopted in the updated SNiP 2.02.03-85 makes it possible to design and calculate all known types of piles used in domestic and foreign foundation construction, including those considered in Eurocode 7.

The updated text of SNiP has been supplemented with requirements for the use of modern methods for monitoring the load-bearing capacity of piles, including the results of solutions to the wave theory of impact contained in the European standard.

The text of SNiP contains requirements for geotechnical monitoring harmonized with the European standard, as well as general requirements for the use of modern numerical calculation methods when designing large groups of piles and pile-slab foundations.

As part of harmonization with Eurocode 7, the text of SNiP has divided clauses and annexes into mandatory and voluntary applications.

SNiP is supplemented by the “Definitions” appendix, which provides translations of terms into English.

The revised (updated) SNiP 2.02.03-85 contains provisions for the design of pile foundations from various types of piles in various engineering and geological conditions for various buildings and structures for residential, civil, industrial, transport, energy and hydraulic purposes. At the same time, the revised SNiP 2.02.03-85 takes into account the design features of pile foundations in areas of subsidence and swelling soils, in undermined areas and dangerous in terms of suffusion-karst, as well as in seismic regions. The provisions of the developed SNiP do not apply only to the design of pile foundations for structures on permafrost soils, offshore oil field structures and foundations for machines with dynamic loads.

The main text of the prepared regulatory document contains mandatory requirements for the design of buildings and structures on pile foundations, and the appendices to the main text provide recommendations on the possibility, if necessary, of using a number of additional provisions for the design and calculation of pile foundations.

The final version of the revised SNiP 2.02.03-85 addresses the design and calculation of driven piles and shell piles of all types (prismatic, pyramidal, club-shaped unstressed and prestressed) when driving them with hammers, vibratory hammers and indentation, as well as cast-in-place and drilled piles installed using modern technologies that meet the requirements of laws 261-FZ and 384-FZ. In particular, the design features of piles are considered - cast-in-place piles, carried out in casing pipes, immersed with a lost tip or a compacted concrete plug and subsequent installation of expansions, cast-in-place vibration-stamped, drilled, drilled, drilled-injection piles, including those not previously considered in SNiP 2.02.03-85 , arranged using the technology of a continuously moving hollow screw, and using discharge-pulse technology and with the device of a widened heel by an electrochemical explosion.

Recently, drilled injection piles have proven to be very effective, carried out with the compaction of near-pile soils using discharge-pulse technology, which makes it possible to bring the resistivity of these piles closer to a level almost corresponding to driven piles. In this regard, according to the annexes of the revised SNiP 2.02.03-85, it is possible to use these piles with an increased diameter of their shaft from 250 mm to 350 mm. The revised SNiP 2.02.03-85 also includes recommendations on the design of pile foundations using barettes produced by technological equipment such as a flat grab and a hydraulic cutter, which have recently been increasingly used in foundation engineering practice due to their expanded use in construction " walls in the ground." The revised SNiP 2.02.03-85 also provides recommendations for the use of pillar piles in bridge construction, constructed with or without widening by installing prefabricated cylindrical or prismatic reinforced concrete elements in boreholes.

Pile foundations in the revised SNiP 2.02.03-85 are provided for calculation according to two groups of limit states. This approach to calculation does not contradict the four-level principle of calculation of pile foundations adopted in the Eurocode, since the use of two groups of limit states makes it possible to cover all design cases provided for by the Eurocode. For the first group of limit states, calculations are made for the strength of piles and grillages, as well as for the limiting state of the soil at the base of the piles, and for the loss of its overall stability. The second group of limit states includes calculations of pile foundations based on settlements and horizontal movements, as well as checking the formation of excessive crack opening in elements of reinforced concrete pile structures.

The calculation for the first group of limit states in the revised SNiP 2.02.03-85 in comparison with the previously valid SNiP 2.02.03-85 was left largely unchanged, except for the change associated with the calculation of rack piles, according to which the calculation of such piles in In the case of supporting the lower ends on rocky soils, it is planned to take into account the degree of fracturing of the latter, as well as in assessing the magnitude of negative friction during frost heaving of soils in connection with the inclusion of Appendix I in the revised SNiP 2.02.03-85, dedicated to this issue.

In the presented edition of the regulatory document, significant changes in the calculations of pile foundations are made only in terms of determining the settlement of piles, pile bushes and pile fields.

The basis for calculating the settlement of a single pile is the methodology previously included in Appendix 4 recommended in SNiP 2.02.03-85, which provides for determining the displacement of piles under the influence of load using a calculation scheme based on a soil model as a linearly deformable medium. In accordance with the specified scheme, calculations are carried out assuming the possibility of piles slipping relative to the soil and using the soil shear modulus of pile foundations in the calculations.

The specified soil models used as the basis for the calculation allow, using the method used for calculating the bearing capacity, to carry out the calculation of hanging pile clusters, taking into account the mutual influence of the piles in the cluster. The revised SNiP 2.02.03-85 also adopted an improved model of a conditional pile foundation, which makes it possible to calculate pile fields with a large number of piles included in them. In this case, calculations of settlement of pile fields are carried out taking into account the occurrence of additional movements from compression of pile trunks and displacement of piles due to soil sliding along their lateral surface.

In addition to the methodology given in the main text of the revised SNiP 2.02.03-85 for determining the settlement of a single pile, based on considering the soil as a linearly deformable medium, the appendix of the updated SNiP 2.02.03-85 includes a technique for assessing this settlement in a bilinear formulation, which takes into account the inevitability, under a certain load, of the complete exhaustion of the increase in the load-bearing capacity of piles along the lateral surface of the piles.

It is recommended to determine the settlement of combined pile-slab foundations (which make it possible to simultaneously take into account the resistance of the soil of the base of the piles and the slab grillage resting on the ground) using a model of a slab on an elastic foundation with a variable elastic resistance coefficient in terms of plan. In this case, it is possible to assign this coefficient both directly from a spatial nonlinear calculation, and on the basis of solving an axisymmetric problem for a cell that includes a pile and the surrounding soil mass. When assigning the value of the elastic resistance coefficient in the extreme zones and in places of stress concentration, it is recommended to take into account the spatial operation of pile foundations during calculations. In this case, it is recommended to determine the planned distribution of stiffness characteristics based on numerical modeling methods.

In addition to the above additions and changes, the revised SNiP 2.02.03-85 also includes recommendations on the use of modern methods for monitoring the load-bearing capacity of piles, namely, a method based on computer processing of the results of dynamic tests of bored piles with heavy hammers with their subsequent processing based on wave impact theory, as well as a method for assessing the bearing capacity of bored piles based on processing the results of static probing of soils with a cone of a probing installation.

SP 24.13330.2011 SNiP 2.02.03-85 “Pile foundations”.

Justify your assessment

1 area of use

This set of rules applies to the design of pile foundations for newly constructed and reconstructed buildings and structures (hereinafter referred to as structures). The set of rules does not apply to the design of pile foundations for structures erected on permafrost soils, pile foundations for machines with dynamic loads, as well as supports for offshore oilfield and other structures erected on the continental shelf.

Note- When using this set of rules, it is advisable to check the validity of reference standards and classifiers in a 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 was published as of January 1 of the current year , and according to the corresponding monthly information indexes published in the current year. If the reference document is replaced (changed), then when using this set of rules you should be guided by the replaced (changed) document. If the reference document is canceled without replacement, then the provision in which a reference to it is given applies to the part that does not affect this reference.

3 Terms and definitions

Terms with corresponding definitions used in this SP are given in Appendix A. The names of soils for the foundations of buildings and structures are adopted in accordance with GOST 25100.

SP 24.13330 2011 pile foundations

SP 24.13330.2011

Updated version of SNiP 2.02.03-85

Pile foundations

Who prepared the updating and harmonization of SNiP 2.02.03-85 (SP 24.13330.2011) with Eurocodes?

Updating and harmonization of SNiP 2.02.03-85 (SP 24.13330.2011) with Eurocodes was prepared by OJSC “National Research Center “Construction” NIIOSP named after. Gersevanova. Approved by the Ministry of Regional Development of Russia on December 27, 2010 No. 786.

What dictated the need to update SNiP 2.02.03-85 (SP 24.13330.2011)?

The updating of SNiP 2.02.03-85 is dictated by the fact that more than 25 years have passed since the document was issued. Since then, not only technologies and materials have changed, but also the requirements for buildings and structures in terms of reliability and safety. One of the main tasks of updating SNiP 2.02.03-85 is the task of bringing the provisions of the regulatory document into compliance with the requirements of Federal Law 384-FZ “Technical Regulations on the Safety of Buildings and Structures” and Federal Law 261-FZ “On Energy Saving and Improving Efficiency and introducing amendments to certain acts of the Russian Federation.” The main text of the prepared regulatory document contains mandatory requirements for the design of buildings and structures on pile foundations, and the appendices to the main text provide recommendations on the possibility, if necessary, of using a number of additional provisions for the design and calculation of pile foundations.

What are the main changes and additions made to the updated edition? SNiP 2.02.03-85 (SP 24.13330.2011)?

Main changes and additions to the updated edition SNiP 2.02.03-85 (SP 24.13330.2011) are as follows:

supplemented with requirements for the use of modern methods for monitoring the load-bearing capacity of piles;
supplemented with requirements for geotechnical monitoring;
supplemented with requirements for the use of modern numerical calculation methods when designing large groups of piles and pile-slab foundations;
a provision has been included for the design of pile foundations from various types of piles in various engineering and geological conditions for various buildings and structures;
recommendations are included on the issue of designing pile foundations using barettes manufactured using technological equipment such as a flat grab and a hydraulic cutter;
recommendations are given for the use of pillar piles in bridge construction, constructed with or without widening by installing prefabricated cylindrical or prismatic reinforced concrete elements in boreholes;
the position on the calculation of pile foundations for two groups of limit states is given;
changes have been made in the calculations of pile foundations in terms of determining the settlement of piles, pile bushes and pile fields;
an improved model of a conditional pile foundation has also been adopted, which makes it possible to calculate pile fields with a large number of piles included in them;
recommendations are given for the use of modern control methods based on computer processing of dynamic test results.

What is the Harmonization of the updated edition? SNiP 2.02.03-85 (SP 24.13330.2011) Evrocodes?

SNiP for pile foundations

In order to avoid the unpleasant consequences of improper construction of buildings, manifested in collapse, cracking of walls, tilting, construction work is regulated by SNiP. Moreover, the SP pile foundations 2011 standards provide recommendations not only on working moments, but also on all processes, starting from creating a project, laying the foundation, building walls and roofs.

SP pile foundations 2011

Pile foundations are foundations that meet all the requirements of modern construction and allow the construction process to be carried out on complex, flooded and excessively soft soils, where traditional types of foundation cannot withstand the load. The use of pile technology ensures the reliability of the foundation, the speed of construction of the structure, ease of installation work and considerable economic benefits for the user.

Design and construction processes are regulated by the following documents:

SP 13330.2011 Pile foundations. The edition has been updated by SNiP 2.02.03-85;
DBN V.2.1-2009 Foundations and foundations of structures.

You can also refer to the Manual on the design of foundations of buildings and structures to SNiP 2.02.01-83.

Types of structures by burial method

When laying a pile-type foundation used in private construction, you need to know that there are several types of pile structures that differ in the method of deepening into the soil:

Pre-selected or fabricated pile elements can be wood, steel or reinforced concrete, buried with or without excavation;
Screw piles are elements equipped with a blade for ease of deepening, which is produced by screwing the piles into the ground. As a rule, screw piles are a hollow pipe, into which, after installation, sand is poured, reinforcing bars are inserted and concrete mixture is poured to ensure the stability of the entire system.

The size of the foundation depth is calculated based on the weight characteristics and the functional purpose of the structure

The size of the foundation depth is calculated based on the weight characteristics and the functional purpose of the structure. The parameters of the depth of the installed utility networks, the relief nuances of the construction site, the type of soil, the freezing point and the height of the rise of ground aquifers are also taken into account. The recommended regulations are taken into account in SP 24.13330.2011 Fundamentals of buildings and structures. When arranging pile elements, the permissible deviation from the center is regulated by SNiP 3.02.01-87 and is no more than 5 cm.

Important! Like any other foundation, pile foundations are subject to settlement. The calculation of sediment is carried out in accordance with additional regulations SP 24.13330.2011 in the updated version of SNiP. All reinforcement work with the grillage slab must be carried out only with a certain brand of reinforcing mesh or metal rods, which corresponds to SP 63.13330.2012.

When carrying out work on arranging the foundation, it is necessary to carefully calculate all the nuances. Despite their popularity, pile foundations are not characterized by increased endurance, strength and do not allow the construction of buildings higher than 2-3 floors. The standards are specified in SP 24.13330.2011 Fundamentals of buildings and structures (see updated version).

SP 24.13330.2011 Pile foundations. Updated version of SNiP 2.02.03-85

Demo text snippet:

MINISTRY OF REGIONAL DEVELOPMENT OF THE RUSSIAN FEDERATION

Code of rules SP 24.13330.2011

Updated version of SNiP 2.02.03-85

Rulebook Details

2 INTRODUCED by the Technical Committee for Standardization (TC 465) “Construction”

3 PREPARED for approval by the Department of Architecture, Construction and Urban Development Policy

4 APPROVED by order of the Ministry of Regional Development of the Russian Federation (Ministry of Regional Development of Russia) dated December 27, 2010 No. 786 and put into effect on May 20, 2011.

5 REGISTERED by the Federal Agency for Technical Regulation and Metrology (Rosstandart). Revision of SP 24.13330.2010

1 area of use. 1

3 Terms and definitions. 2

4 General provisions. 3

5 Requirements for engineering-geological surveys. 4

7 Design of pile foundations. 10

7.1 Basic instructions for calculations. 10

7.2 Calculation methods for determining the bearing capacity of piles. 15

7.3 Determination of the load-bearing capacity of piles based on the results of field tests. 27

7.4 Calculation of piles, pile and combined pile-slab foundations according to

7.5 Features of designing large-sized bushes and pile fields

and grillage slabs. 40

7.6 Features of designing pile foundations for reconstruction of buildings

and structures. 43

8 Requirements for the design of pile foundations. 45

9 Features of designing pile foundations in subsidence soils. 49

10 Features of designing pile foundations in swelling soils. 54

11 Features of designing pile foundations on undermined

12 Features of designing pile foundations in seismic areas. 59

13 Features of designing pile foundations on karsted

14 Features of designing pile foundations for overhead line supports

15 Features of designing pile foundations of low-rise buildings. 65

Appendix A (informative) Terms and definitions. 68

surveys for the design of pile foundations. 69

and horizontal forces and moments. 71

with a slope of the side faces i p > 0.025. 75

soils according to their strength characteristics. 77

forces of frost heaving. 83

This set of rules establishes requirements for the design of foundations from different types of piles in various engineering and geological conditions and for any type of construction.

Developed by NNNOSP named after. N.M. Gersevanov - Institute of OJSC “National Research Center “Construction”: Doctor of Technical Sciences. Sciences B.V. Bakholdin, V.P. Petrukhin and Ph.D. tech. Sciences I.V. Kolybin - topic leaders, Dr. Tech. Sciences: A.A. Grigoryan, E.A. Sorochan, L.R. Staenitser, Ph.D. Sciences: A.G. Alekseev, V.A. Barvashov, S.G. Bezvolev, G.I. Bondarenko, V.G. Budanov, A.M. Dzagov, O.I. Ignatova, V.E. Konash, V.V. Mikheev, D.E. Razvodovsky, V.G. Fedorovsky,

O.A. Shulyatev, P.I. Yastrebov, engineers L.P. Chashikhina, E.A. Parfenov, with the participation of engineer N.P. Pivnika.

PILE FOUNDATIONS Pile foundations

Date of introduction 2011-05-20

1 area of use

This set of rules applies to the design of pile foundations for newly constructed and reconstructed buildings and structures (hereinafter referred to as structures).

safety of buildings and structures"

SP 14.13330.2011 “SNiP P-7-81* Construction in seismic areas”

SP 16.13330.2011 “SNiP P-23-81* Steel 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 in undermined areas and subsidence soils”

SP 22.13330.2011 “SNiP 2.02.01-83* Foundations of buildings and structures”

SP 35.13330.2011 “SNiP 2.05.03-84* Bridges and pipes”

SP 38.13330.2010 “SNiP 2.06.04-82* Loads and impacts on hydraulic structures (wave, ice and from ships)”

SP 40.13330.2010 “SNiP 2.06.06-85 Concrete and reinforced concrete dams”

SP 41.13330.2010 “SNiP 2.06.08-87 Concrete and reinforced concrete structures of hydraulic structures”

SNiP 3.04.01-87 Insulating and finishing coatings

GOST 5686-94 Soils. Field test methods for piles

GOST 9463-88 Round softwood timber. Specifications

GOST 12248-96 Soils. Methods for laboratory determination of strength and deformability characteristics

GOST R 53231-2008 Concrete. Rules for monitoring and assessing strength

GOST 19804-91 Reinforced concrete piles. Specifications

GOST 19804.6-83 Hollow round piles and reinforced concrete composite shell piles with non-prestressing reinforcement. Design and dimensions

GOST 19912-2001 Soils. Methods of field testing by static and dynamic probing

GOST 20276-99 Soils. Methods for field determination of strength and deformability characteristics

GOST 20522-96 Soils. Methods for statistical processing of test results

GOST 25100-95 Soils. Classification

GOST 26633-91 Heavy and fine-grained concrete

GOST 27751-88 Reliability of building structures and foundations. Basic principles for calculation

GOST R 53778-2010 Buildings and structures. Rules for inspection and monitoring of technical condition

3 Terms and definitions

Terms with corresponding definitions used in this SP are given in Appendix A.

The names of soils for the foundations of buildings and structures are adopted in accordance with GOST 25100.

4 General provisions

4.1 Pile foundations must be designed based on and taking into account:

a) the results of engineering surveys for construction,

b) information about the seismicity of the construction area,

c) data characterizing the purpose, design and technological features of the structure and the conditions of their operation,

d) loads acting on foundations,

e) conditions of existing buildings and the impact of new construction on them,

f) environmental requirements,

g) technical and economic comparison of possible design solutions.

4.2 When designing, solutions must be provided to ensure the reliability, durability and efficiency of structures at all stages of construction and operation.

Data on the climatic conditions of the construction area must be accepted in accordance with SNiP 23-01.

4.4 Work on the design of pile foundations should be carried out in accordance with the technical specifications for the design and the necessary initial data (4.1).

4.5 When designing, the level of responsibility of the structure should be taken into account in accordance with GOST 27751.

Design of pile foundations without appropriate sufficient data from engineering and geological surveys is not allowed.

4.9 Pile foundations intended for operation in aggressive environments should be designed taking into account the requirements of SP 28.13330, and wooden structures of pile foundations - taking into account the requirements for protecting them from rotting, destruction and woodworm damage.

4.10 When designing and constructing pile foundations made of monolithic and prefabricated concrete or reinforced concrete, one should additionally be guided by SP

63.13330, SP 28.13330 and SNiP 3.04.01, as well as comply with the requirements of regulatory documents on the construction of foundations and foundations, geodetic work, safety precautions, fire safety rules during construction and installation work and environmental protection.

1 area of use

Federal Law of December 30, 2009 No. 384-FZ “Technical Regulations on the Safety of Buildings and Structures” SP 14.13330.2011 “SNiP II-7-81* Construction in Seismic Regions” SP 16.13330.2011 “SNiP II-23-81* Steel structures" SP 64.13330.2011 "SNiP II-25-80 Wooden 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 in mined areas and subsidence soils" SP 22.13330.2011 "SNiP 2.02.01-83* Foundations of buildings and structures" SP 28.13330.2010 "SNiP 2.03.11-85 Protection of building structures from corrosion" SP 35.13330.2011 "SNiP 2.05.03-84* Bridges and pipes" SP 38.13330.2010 "SNiP 2.06.04-82* Loads and impacts on hydraulic structures (wave, ice and from ships)" SP 40.13330.2010 "SNiP 2.06.06-85 Concrete and reinforced concrete dams" SP 41.13330. 2010 “SNiP 2.06.08-87 Concrete and reinforced concrete structures of hydraulic 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 23-01-99* Construction climatology SP 58.13330.2010 "SNiP 33-01-2003 Hydraulic structures. Basic provisions" SP 63.13330.2010 "SNiP 52-01-2003 Concrete and reinforced concrete structures. Basic provisions" GOST 5686-94 Soils. Methods for field testing of piles GOST 9463-88 Round softwood timber. Technical specifications GOST 12248—2010 Soils. Methods for laboratory determination of strength and deformability characteristics GOST R 53231—2008 Concrete. Rules for monitoring and assessing strength GOST 19804-91 Reinforced concrete piles. Technical specifications GOST 19804.6—83 Hollow round piles and reinforced concrete composite shell piles with non-prestressing reinforcement. Design and dimensions GOST 19912—2001 Soils. Methods of field testing by static and dynamic probing GOST 20276-99 Soils. Methods for field determination of strength and deformability characteristics GOST 20522-96 Soils. Methods for statistical processing of test results GOST 25100-95 Soils. Classification GOST 26633-91 Heavy and fine-grained concrete GOST 27751-88 Reliability of building structures and foundations. Basic provisions for the calculation of GOST R 53778—2010 Buildings and structures. Rules for inspection and monitoring of technical condition

Note— When using this set of rules, it is advisable to check the validity of reference standards and classifiers in a 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 was published as of January 1 of the current year , and according to the corresponding monthly information indexes published in the current year. If the reference document is replaced (changed), then when using this set of rules you should be guided by the replaced (changed) document. If the reference document is canceled without replacement, then the provision in which a reference to it is given applies to the part that does not affect this reference.

3 Terms and definitions

Terms with corresponding definitions used in this SP are given in Appendix A. The names of soils for the foundations of buildings and structures are adopted in accordance with GOST 25100.