Sp 24.13330 pile foundations updated edition. SP24.13330.2011 Pile foundations

19.12.2019

"SP 24.13330.2011 CONCEPT OF RULES OF PILED FOUNDATIONS Updated version of SNiP 2.02.03-85 Official publication Moscow 2011 SP 24.13330.2011 Preface The goals and principles of standardization in ..."

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MINISTRY OF REGIONAL DEVELOPMENT

RUSSIAN FEDERATION

SP 24.13330.2011

SET OF RULES

PILED FOUNDATIONS

Updated edition

SNiP 2.02.

Official Edition

Moscow 2011

SP 24.13330.2011

Foreword

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

the law of December 27, 2002 No. 184-ФЗ “On technical regulation”, and the development rules - by the decree of the Government of the Russian Federation of November 19, 2008

No. 858 “On the procedure for the development and approval of codes of practice”.

Information on the set of rules 1 EXECUTORS - Scientific research, design and survey and design engineering institute of foundations and underground structures named after N.M. Gersevanova ”- Institute of Research Center“ Construction ”OJSC (NIIOSP named after NM Gersevanov) 2 INTRODUCED by the Technical Committee for Standardization (TC 465)“ Construction ”

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

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

Information on amendments to this set of rules is published in the annually published information index “National Standards”, and the text of the amendments and amendments is published in the monthly published information signs “National Standards”. In case of revision (replacement) or cancellation of this set of rules, the corresponding notification will be published in the monthly published information index "National Standards".

Relevant information, notification and texts are also posted in the public information system - on the official website of the developer (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, duplicated and distributed as an official publication in the territory Russian Federation without permission of the Ministry of Regional Development of Russia II SP 24.13330.2011 Contents Introduction

1 area of \u200b\u200buse

3 Terms and definitions

4 General

5 Requirements for engineering and 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 bearing capacity of piles according to the results of field tests ......... 27

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

7.5 Design features of large-sized bushes and fields of piles and slabs grillage …………………. ……………………………………… .. …… ... ……

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

8 Requirements for the construction of pile foundations

9 Features of the design of pile foundations in subsiding soils ............. 49 10 Features of the design of pile foundations in swelling soils ............

11 Design features of pile foundations in the undermined territories

12 Features of the design of pile foundations in seismic areas ......... 59 13 Features of the design of pile foundations in karst territories ...................... ....................................... …………………… 14 Design features of the pile foundations of the supports of overhead power lines

15 Design features 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 subsiding soils according to their strength characteristics .. ……………………… .... 77 Appendix G (recommended) Calculation of pile foundations on the effect of frost heaving. ………… ..............

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

Designed by NIIOSP them. N.M. Gersevanova - Institute of Research Center "Construction": Dr. Tech. sciences B.V. Bakholdin, V.P. Petrukhin and Cand. tech. sciences I.V. Kolybin - topic leaders; Dr. tech. Sciences: A.A. Grigoryan, E.A. Sorochan, L.R. Stavnitser;

tech candidates 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. Hawks, engineers L.P. Chashikhina, E.A. Parfyonov, with the participation of engineer N.P. The brewery.

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1 Scope This set of rules applies to the design of pile foundations of 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 of structures erected on permafrost soils, pile foundations of machines with dynamic loads, as well as supports for offshore oil fields and other structures erected on the continental shelf.

Federal Law of December 30, 2009 No. 384-ФЗ "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 effects"

SP 21.13330.2010 "SNiP 2.01.09-91 Buildings and structures in the developed 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.

Key Points

SNiP 23-01-99 * Construction climatology SP 58.13330.2010 SNiP 33-01-2003 Hydrotechnical structures. Key Points

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

Key Points

GOST 5686-94 Soils. Field test methods with piles GOST 9463-88 Round softwood timber. Specifications GOST 12248-96 Soils. Laboratory methods for determining the characteristics of strength and deformability GOST R 53231-2008 Concrete. Rules for monitoring and evaluating the strength of GOST 19804-91 Reinforced concrete piles. Specifications GOST 19804.6-83 Hollow piles of circular cross section and piles-sheath reinforced concrete composite with non-tensile reinforcement. Design and dimensions GOST 19912-2001 Soils. Methods of field tests by static and dynamic sounding GOST 20276-99 Soils. Field methods for determining the strength and deformability characteristics GOST 20522-96 Soils. Methods of statistical processing of test results GOST 25100-95 Soils. Classification GOST 26633-91 Concrete heavy and fine-grained GOST 27751-88 Reliability of building structures and foundations.

The main provisions for the calculation of GOST R 53778-2010 Buildings and structures. Rules for the 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 standardization body of the Russian Federation on the Internet or annually 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 bath this year. If the referenced document is replaced (changed), then when using this set of rules should be guided by the replaced (changed) document. If the referenced document is canceled without replacement, then the provision in which the link to it is given shall apply to the extent not affecting this link.

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

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

4 General

4.1 Pile foundations should be designed on the basis 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 for their operation;

d) the loads acting on the foundations;

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

e) environmental requirements;

g) technical and economic comparison of possible design solutions.

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4.2 When designing, solutions should be provided that ensure the reliability, durability and cost-effectiveness 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 should be taken in accordance with SNiP 23-01.

4.4 Design work on pile foundations should be carried out in accordance with the terms of reference 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 performed in accordance with the requirements of SP 47.13330, SP 11-104 and Section 5 of this SP.

The engineering surveys should provide not only a study of the geotechnical conditions of the new construction, but also the necessary data to verify the impact of the pile foundation on existing structures and the environment, as well as to design, if necessary, strengthen the foundations and foundations of existing structures.

Designing 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 impact of dynamic effects on the structures of existing structures, as well as on machines, instruments and equipment that are sensitive to vibrations, and if necessary, provide measurements of vibration parameters of soil, structures, and underground utilities with experimental diving and piling.

4.8 In the projects of pile foundations it is necessary to provide for field measurements (monitoring). The composition, scope and methods of monitoring are established depending on the level of responsibility of the structure and the complexity of the engineering and geological conditions (SP 22.13330).

Full-scale measurements of deformations of foundations and foundations should be provided for when applying new or insufficiently studied structures of structures or foundations, as well as if there are special requirements for field measurements in the design assignment.

4.9 Pile foundations intended for use in an aggressive environment 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 damage by woodworkers.

4.10 When designing and constructing pile foundations made of monolithic and precast concrete or reinforced concrete, SP 63.13330, SP 28.13330 and SNiP 3.04.01 should be additionally followed, as well as the requirements of regulatory documents on the construction of foundations and foundations, geodetic work, safety, fire safety rules for construction and installation work and environmental protection.

SP 24.13330.2011

5 Requirements for engineering and geological tests

5.1 The results of engineering surveys should include information on geology, geomorphology, seismicity, and also contain all the necessary data to select the type of foundation, determine the type of piles and their sizes, the design load allowed on the pile, and carry out calculations according to the limit states taking into account the forecast of possible changes (during construction and operation) the geotechnical, hydrogeological and environmental conditions of the construction site, as well as the type and extent of engineering measures for its development.

5.2 Surveys for pile foundations in the general case include the following complex of works:

well drilling with sampling and description of passable soils;

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

sounding of soils - static and dynamic;

soil pressure tests;

soil testing by stamps (static loads);

soil testing with standard and (or) full-size piles;

experimental work on the study of the impact of the construction of pile foundations on the environment, including those located near structures (on a special assignment from the design organization).

5.3 Mandatory types of work, regardless of the level of responsibility of construction objects and types of pile foundations, are well drilling, laboratory research and static or dynamic sounding. In this case, the most preferred sensing method is static, during which, in addition to the parameters of static sounding of soils, their density and moisture 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 soil tests with pressiometers and dies (GOST 20276), reference and full-sized piles (GOST

During the construction of high-rise buildings of an increased level of responsibility and buildings with a deep underground part, the geophysical studies should be included in the survey during the survey to clarify the geological structure of the soil mass between the wells, to determine the thickness of interlayers of weak soils, the depth of water-resistant seals, the direction and speed of groundwater movement, and in karst hazardous areas - the depths of rock and karst rocks, their fracturing and karst.

5.5 When using piles of new designs (according to the special assignment of the design organization), the composition of work should include pilot piling dives in order to clarify the dimensions and dipping regime assigned during design, as well as full-scale tests of these piles with static loads.

When using combined pile-slab foundations, the scope of work should include soil testing with dies and field piles.

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

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a specific case with the designation of the volume of work, taking into account the dominant impact.

5.7 The bearing capacity of piles according to the results of field tests of soils full-scale and reference piles and static sounding should be determined in accordance with subsection 7.3.

5.8 Soil tests with piles, dies and pressiometers are usually carried out in pilot sites, selected according to the results of well drilling (and sounding) and located in places most characteristic of soil conditions, in areas of the most loaded foundations, as well as in places where the possibility of immersion piles on soil conditions is doubtful.

It is advisable to test soils with static loads mainly with screw dies with an area of \u200b\u200b600 cm2 in wells in order to obtain a deformation modulus and refine the transition coefficients for the site under study in the dependencies recommended by current regulatory documents to determine the soil deformation modulus according to sounding and pressiometric 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 the ground conditions.

When studying the types of soils encountered at the construction site within the studied depth, special attention should be paid to the presence, depth and thickness of soft soils (loose sand, weak clay soils, organic and organic soils). The presence of these soils affects the determination of the type and length of piles, the location of joints of composite piles, the nature of the interface between the pile grillage and piles, and the choice of type of piling equipment. The adverse properties of these soils must also be considered in the presence of dynamic and seismic effects.

5.10 The placement of engineering and geological workings (wells, sounding points, places of soil testing) should be carried out in such a way that they are located within the contour of the designed building or under identical ground conditions no further than 5 m from it, and in the case of using piles as a boundary pit designs - at a distance of not more than 2 m from their axis.

5.11 The depth of the engineering and geological workings should be not less than 5 m below the projected depth of the lower ends of the piles with their ordinary arrangement and loads on the pile bush up to 3 MN and 10 m lower with pile fields up to 10 10 m and with loads on bush more than 3 MN. With piled fields larger than 10 10 m and the use of plate-pile foundations, the depth of the workings must exceed the expected depth of piles not less than the depth of the compressible thickness, but not less than half the width of the pile field or plate, and not less than 15 m.

If there are soil layers on the construction site with specific properties (subsidence, swellable, weak clay, organomineral and organic soils, loose sand and industrial soils), the depths of the excavations are determined taking into account the need to penetrate them throughout the thickness of the layer to establish the depth of underlying solid soils and determine their characteristics.

SP 24.13330.2011

5.12 During surveys for pile foundations, the physical, strength and deformation characteristics necessary for calculating pile foundations according to the limiting conditions must be determined (Section 7).

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

5.13 For sands, given the difficulties in sampling the 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.

Sounding is the main method for determining the deformation modulus of both sand and clay soils for facilities of the III level of responsibility and one of the methods for determining the deformation modulus (in combination with pressiometric 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 and geological surveys, additional work should be done to examine the foundations of the foundations and instrumental geodetic observations of the movements of building structures.

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

Notes 1 Inspection of the technical condition of the construction of foundations and buildings should be carried out by order of the customer by a specialized organization.

2 It is advisable to evaluate the length of existing piles in the foundations of a building under reconstruction using radar-type instruments.

5.15 A survey of the foundations must be preceded by:

visual assessment of the state of the upper structure of the building, including fixing existing cracks, their size and nature, installing beacons on the cracks;

identification of the building’s operating mode in order to establish factors negatively affecting the foundation;

establishing the availability of underground utilities and drainage systems and their condition;

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

Conducting a geodetic survey of the position of the structures of the reconstructed building and the socles is necessary to assess the possible occurrence of uneven precipitation (banks, sagging, relative mixes).

When examining reconstructed buildings, the condition of the surrounding area and closely located buildings should also be taken into account.

5.16 A survey of the foundations of the foundations and the condition of the foundation structures is carried out by drilling pits with the selection of soil monoliths directly from under the sole of the foundations and pit walls. Below the pit depth, the engineering and geological structure, hydrogeological conditions and soil properties should be investigated by drilling and sounding, while boreholes and sounding points are placed around 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 reinforcing the foundations of reconstructed structures by supplying driven, pressed, bored or bored piles, the depth of drilling and sounding should be taken according to instructions 5.11.

5.18 The technical report on the results of engineering and geological surveys for the design of pile foundations should be prepared in accordance with the joint venture

47.13330 and SP 11-105.

All soil characteristics should be given 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.

In the presence of full-scale tests of piles with static or dynamic loads, their results should be given. Sensing results should include data on the bearing capacity of piles.

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

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

5.19 In engineering-geological surveys and studies of soil properties for the design and construction of pile foundations, it is also necessary to take into account the additional requirements set forth in sections 9-15 of this joint venture.

6 Types of Piles

6.1 According to the method of penetration into the soil, the following types of piles are distinguished:

a) prefabricated driven and pressed (hereinafter referred to as driven) reinforced concrete, wood and steel, immersed in the soil without drilling it or in leader wells using hammers, vibration dampers, vibration-pressing, vibration-shock and pressing devices, as well as reinforced concrete piles-shells with a diameter up to 0.8 m deepened by vibration absorbers without excavation or with partial excavation and not filled with concrete mix (see GOST 19804);

b) reinforced concrete sheath-piles, submerged by vibration absorbers with a excavation from their cavity and filled partially or completely with concrete mixture;

c) stuffed concrete and reinforced concrete, arranged in the ground by laying concrete mixture in wells, formed as a result of forced displacement - squeezing the soil;

d) reinforced concrete drilling rigs arranged in the ground by filling the drilled wells with concrete mix or installing reinforced concrete elements in them;

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

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

Piles-racks should include piles of all kinds, based on rocky soils, and driven piles, in addition, on low-compressible soils. Forces

SP 24.13330.2011

soil resistance, with the exception of negative (negative) friction forces, on the lateral surface of pile piles in the calculations of their bearing capacity on the ground of the base for compressive load should not be taken into account.

Hanging piles (piles of friction) should include piles of all kinds, based on compressible soils and transferring the load on the foundation soils with a lateral surface and a lower end.

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

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

a) according to the method of reinforcement - on piles and piles-shells with non-tensile longitudinal reinforcement with transverse reinforcement and on prestressed ones with bar or wire longitudinal reinforcement (from high-strength wire and reinforcing ropes) with transverse reinforcement and without it;

b) according to the shape of the cross-section - on piles square, rectangular, T-shaped and I-shaped, square with a circular cavity, hollow round section;

c) in the shape of a longitudinal section — into prismatic, cylindrical, with inclined side faces (pyramidal, trapezoidal);

d) by design features - on piles solid and composite (from separate sections);

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

NOTE Piles driven with a camouflage heel are arranged by driving hollow round piles with a closed steel hollow tip, followed by filling the pile cavity and tip with concrete mix and using a camouflage heel explosion within the tip. Designs for such piles should provide guidance on observance of the rules for drilling and blasting operations.

6.4 Stacked piles according to the method of the device are divided into:

a) stuffed, arranged by immersion (driving, indentation or screwing) of inventory pipes, the lower end of which is closed with a shoe (tip) or concrete plug left in the ground, with subsequent extraction of these pipes as the wells are filled with concrete, including after the broadening device from rammed dry concrete mix;

b) stuffed vibro-stamped, arranged in punched wells by filling the wells with a rigid concrete mixture, sealed with a vibro-stamp in the form of a pipe with a pointed lower end and a vibro-driver mounted on it;

c) stuffed in a stamped bed, arranged by stamping in the soil of pyramidal or conical wells, followed by filling them with concrete mix.

6.5 Drill piles according to the method of the device are divided into:

a) bored continuous sections with and without broadening, concreted in wells drilled in clay soils above the groundwater level without fixing the walls of the wells, and in any soil below the groundwater level - with the walls of the wells fixed in clay mud or inventory removable casing pipes;

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b) bored using continuous hollow screw technology;

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

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

d) injection wells with a diameter of 0.15-0.35 m, arranged in drilled wells by injection (injection) of fine-grained concrete mixture into them, as well as arranged by a hollow screw;

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

g) pillar-piles arranged by drilling wells with or without broadening, laying monolithic cement-sand mortar in them and lowering cylindrical or prismatic elements of a continuous section with sides or diameters of 0.8 m or more into the wells;

h) drilled piles with camouflage heel, different from bored piles with camouflage heel (see subparagraph "d") in that, after the formation and filling of camouflage broadening, a reinforced concrete pile is lowered into the well.

6.6 The use of piles with casing left is allowed only in cases where the possibility of using other solutions of foundation construction is excluded (when installing bored piles in soil strata with a filtration flow rate of more than 200 m / day, when using bored piles to fix existing landslide slopes and in other justified cases).

When installing bored piles in water-saturated clay soils for fixing the walls of the wells, it is allowed to use an excess water pressure of at least 0.5 atm provided that the place of work from existing facilities is not less than 25 m (this requirement does not apply to the case of piles with drilling protected by 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 stuffed 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 grouting of pile foundations should be designed from heavy concrete of a class not lower: for monolithic B15, for prefabricated - B20.

For bridge supports, the class of concrete 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 monolithic reinforced concrete columns in glasses of pile grillages, as well as pile heads for precast tape grilles should be provided in accordance with the requirements of SP 63.13330, but not lower than class B15.

NOTE For bridge supports and hydraulic structures, the concrete class for monolithic precast elements of pile foundations must be one step higher than the concrete class of the connected precast elements.

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

6.11 Wooden piles should be made of softwood logs (pine, spruce, larch, fir) that meet 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 (runaway) of the logs is preserved.

7 Design of pile foundations

7.1. Basic instructions for the calculation 7.1.1. The calculation of the pile foundations and their foundations should be performed in accordance with GOST 27751 on the limiting conditions:

first group:

a) the strength of the material of piles and pile grillages;

b) on the bearing capacity (ultimate resistance) of the soil of the base of the piles;

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

second group:

a) for sediments of pile bases and pile foundations from vertical loads (see subsection 7.4);

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

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

7.1.2 In calculating the foundations of pile foundations, the combined action of force factors and adverse environmental influences (for example, the effect of groundwater and their regime on the physicomechanical properties of soils, etc.) should be taken into account.

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

The design scheme of the system “structure - foundation” or “foundation - foundation” should be selected taking into account the most significant factors determining the stress state and deformation of the foundation and structures of the structure (static structure scheme, features of its construction, nature of soil strata, properties of base soils, their potential changes in the process of construction and operation of the structure, etc.). It is recommended to take into account the spatial work of structures, geometric and physical nonlinearity, anisotropy, plastic and rheological properties of materials and soils, the development of areas of plastic deformations under the foundation.

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

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analytical solutions given in this joint venture. Calculations of large-sized pile bushes and combined pile-slab foundations (PSC) should be carried out mainly numerically.

When designing pile foundations, one should take into account the rigidity of structures that unite the heads of piles, which should be reflected in the calculation model.

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

soil conditions of the construction site;

hydrogeological regimen;

features of the device piles;

the presence of sludge under the lower end of the piles.

When carrying out numerical calculations, the design scheme of the grillage-pile-soil foundation system should 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 change in time of loading piles and pile foundations.

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

When conducting 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 soil of the base. To do this, when conducting 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 calculation scheme with analytical solutions, as well as to compare alternative calculation results for various geotechnical programs.

7.1.3 Loads and impacts taken into account in the calculations of pile foundations, reliability factors for loads, 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 bases on the bearing capacity must be performed on the main and special combinations of loads, on deformations - on the main combinations.

7.1.5 Loads, impacts, their combinations and reliability factors for the load when calculating the 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 \u200b\u200bof the characteristics of materials and soils.

The calculated values \u200b\u200bof the characteristics of the materials of piles and pile grillages 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 \u200b\u200bof the soil characteristics should be determined in accordance with GOST 20522, the calculated values \u200b\u200bof the coefficients of the bed of soil cz surrounding the pile should be taken in accordance with Appendix B.

The calculated soil resistance 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 carried out in accordance with the requirements of Subsection 7.3 are available, the bearing capacity of the soil of the pile foundation should be determined taking into account the data of static sounding of soils, soil testing with standard piles or according to the data of dynamic testing of piles. In the case of tests of piles with a static load, the bearing capacity of the soil of the pile foundation should be taken according to the results of these tests, taking into account the recommendations of subsection 7.3.

For objects for which full-scale piles were not tested with a static load, it is recommended to determine the bearing capacity of the pile foundation soil 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 grillages according to the strength of the material should 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 the 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 according to the strength of the material, it is allowed to consider a pile as a rod rigidly clamped in the soil in a section located from the sole of the grillage at a distance l1, determined by the formula

- & nbsp– & nbsp–

where l0 is the length of the pile section from the sole of a high grillage to the level of soil planning, m;

The strain factor, 1 / m, determined by the recommended application G.

If for drilling piles and casing 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 casing pile, counted from its lower end to the level of the soil at high grillage, the sole of which is located above the ground, and to the sole of the grillage with a low grillage, the sole of which rests or is buried in rocky soils, with the exception of strongly compressible m).

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

at E 2 MPa ld \u003d 25 d at 2 E 5 MPa ld \u003d 15 d.

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

7.1.9 When calculating rammed, drill piles and barrettes (except for piles and drill piles) according to the strength of the material, the calculated concrete resistance should be taken with a decreasing coefficient of working conditions cb \u003d 0.85, taking into account concreting in a narrow space of wells and casing pipes, and additional reducing coefficient "cb, taking into account the influence of the method of pile driving:

SP 24.13330.2011

a) in clay soils, if drilling of wells and concreting them dry without wall fastening is possible when the groundwater level during the construction period is below the pile heel, "cb \u003d 1,0;

b) in soils where drilling and concreting are carried out dry using recoverable casing pipes or hollow screws, "cb \u003d 0.9;

c) in soils, drilling and concreting in which is carried out if there is water in them using recoverable casing pipes or hollow screws, "cb \u003d 0.8;

d) in soils where drilling and concreting are performed under a mud or under excess water pressure (without casing), "cb \u003d 0.7.

NOTE Concreting of piles under water or under a mud should be done only by the method of vertically moving pipes (VPT) or using concrete pumps.

7.1.10 Design calculations of piles of all types should be made on the impact of the loads transferred to them from the structure, and on prefabricated (driven) piles, in addition, on the forces arising in them from their own weight during the manufacture, storage, transportation of piles, and when lifting them to the pile driver at one point, remote from the head of the piles by 0.3l (where l is the length of the pile).

In this case, the effort in the pile from the influence of its own weight should be determined taking into account the dynamic coefficient equal to:

1.5 - when calculated by strength;

1.25 - when calculating the formation and opening of cracks.

In these cases, the reliability coefficient for the load to its own weight of the piles is taken equal to unity.

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

Fd - bearing capacity (ultimate resistance) of the soil of the base of a single pile, hereinafter called 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 uniformity of soil conditions when applying pile foundations, taken equal to 0 \u003d 1 for a single pile foundation and 0 \u003d 1.15 for a cluster arrangement of piles;

n is the coefficient of reliability 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 is the reliability coefficient for soil, taken equal to:

1,2 - if the bearing capacity of the piles is determined by the results of field tests with static load;

1.25 - if the bearing capacity of the pile is determined by calculation based on the results of static sounding of the soil or according to the results of dynamic testing of the pile

SP 24.13330.2011

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

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

1.4 (1.25) - for the foundations of bridge piers with a low grill, on hanging piles (friction piles) and stand piles, and with a high grill - only with stand piles that accept a compressive load regardless of the number of piles in the foundation.

For the foundations of bridge supports and for hydraulic structures with a high or low grillage, the sole of which rests on highly compressible soil, and suspended piles that accept a compressive load, as well as for any structures with any kind of grillage and suspended piles and rack piles that accept a pulling load, k take depending on the number of piles in the foundation:

With 21 piles and more than 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 of a single pile under a column with a load on a driven pile of a square cross section of more than 600 kN and a packed pile of more than 2500 kN, the value of the coefficient k should be taken equal to 1.4 if the bearing capacity of the pile is determined by the results of static load tests, and 1.6 if the bearing capacity of a pile is determined in other ways.

Notes 1 In parentheses are given the values \u200b\u200bof k in the case when the bearing capacity of the piles is determined by the results of field tests by 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 calculated load N should be determined taking into account the dead weight of the pile, taken with a load safety factor that increases the calculated force.

3 If the calculation of pile foundations is made taking into account wind and crane loads, then the design load perceived by the extreme piles can be increased by 20% (except for the foundations of the supports of power lines).

4 If the foundation piles of the bridge support in the direction of external loads form one or several rows, then when taking into account (joint or separate) loads from braking, wind pressure, ice and pile of ships perceived by the most loaded pile, the design load may be increased by 10% at four piles in a row and 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 calculated load on the pile N, kN, should be determined by considering the foundation as a group of piles, united by a rigid grill, perceiving vertical and horizontal loads and bending moments.

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

Mx, My — calculated bending moments transferred to the pile grillage in the plane of the sole, kN m, relative to the main central axes x and y of the plan of the piles in the plane of the sole of the grillage;

SP 24.13330.2011

N is the number of piles in the foundation;

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

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

7.1.13 The horizontal load acting on the foundation with a rigid grillage with vertical piles of the same cross section is allowed to be taken evenly distributed between all piles.

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Brief annotation from the developer

Updating and harmonization with Eurocodes

SNiP 2.02.03-85 “Pile foundations”

The lead contractor is NIIOSP them. Gersevanova

The updated SNiP 2.02.03-85 “Pile foundations” was carried out to develop 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 industrial impacts, a safe level of exposure new construction of buildings and structures on the environment, etc.) in accordance with Federal Law 384-ФЗ "Technical Regulations on the Safety of Buildings and Structures", as well as to ensure compliance with building codes changes in modern construction conditions (the development of monolithic housing construction, the increase in the volume of construction of high-rise buildings, the construction of structures with an underground part in the conditions of dense urban development, etc.) and the requirements aimed at energy conservation in accordance with Federal Law 261-FZ “On Energy Saving and improving efficiency and amending certain acts of the Russian Federation ”(reducing material consumption, improving reliability, reducing construction risks, etc.). The updated SNiP 2.02.03-85 is finalized with reference to the design principles laid down in the Eurocode.

The harmonization of SNiP 2.02.03-85 and the European Standard is based on the general principles of designing and calculating foundations and foundations for ultimate conditions and the use of private reliability factors. When updating SNiP 2.02.03-85, the document provides for the calculation requirements for all limit states regulated for pile foundations by the European standard, namely: the limit state of a single pile for an pressing, pulling or lateral load; limit state of the pile foundation as a whole; limit state associated with unacceptable deformations of the upper structures due to deformations or movements of foundations. The updated SNiP provides for a single system of private reliability factors corresponding to one of the three design approaches regulated by the European standard.

The division of piles into driven, rammed and drilling, adopted in the updated SNiP 2.02.03-85, provides the ability to design and calculate all known types of piles used in domestic and foreign foundation engineering, including those considered in Eurocode 7.

The updated SNiP text is supplemented by requirements for the application of modern methods for monitoring the load-bearing capacity of piles, including the results of decisions of the wave theory of impact contained in the European standard.

The SNiP text 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-base foundations.

In the framework of harmonization with Eurocode 7, in the text of SNiP, the division of paragraphs and applications into mandatory and voluntary applications has been performed.

SNiP supplemented by the application "Definitions", which provides a translation of the terms into English.

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

The main text of the prepared regulatory document contains the mandatory requirements for the design of buildings and structures on pile foundations, and the annexes to the main text give 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 Construction Norms and Regulations 2.02.03-85 deals with the design and calculation of driven piles and piles of shells of all kinds (prismatic, pyramidal, club-shaped non-tensioned and prestressed) when immersed with hammers, vibro-loaders and indentations, as well as rammed and drilling piles arranged using modern technologies that meet the requirements of laws 261-ФЗ and 384-ФЗ. In particular, design features of piles — stuffed, executed in casing pipes, immersed with a lost tip or a compacted concrete plug and the subsequent device of broadening, stuffed vibro-stamped, boring, bored, boroinjection, including previously not considered in SNiP 2.02.03-85 piles, are considered arranged by the technology of continuously moving hollow auger, and by discharge-pulse technology and with the device of the expanded heel by an electrochemical explosion.

Recently, injection piles proved to be very effective, performed with compaction of near-pile soils using discharge-pulse technology, which makes it possible to bring the specific resistance of these piles to a level almost corresponding to driven piles. In this regard, according to the appendices of the revised SNiP 2.02.03-85, it is possible to use these piles with an increased diameter of their trunk from 250 mm to 350 mm. The revised SNiP 2.02.03-85 also includes recommendations on the design of pile foundations using barrettes, manufactured by technological equipment such as a flat grab and a hydraulic mill, which have recently been increasingly used in the practice of foundation engineering in connection with the expanded use in construction " walls in the ground. " The revised SNiP 2.02.03-85 also provides recommendations on the use of piles in bridges, arranged with and without broadening by installing prefabricated cylindrical or prismatic reinforced concrete elements in boreholes.

The pile foundations in the revised SNiP 2.02.03-85 are intended to be calculated according to two groups of limiting states. Such an approach to the calculation does not contradict the four-level principle of calculating pile foundations adopted in the Eurocode, since the use of two groups of limiting states makes it possible to cover all settlement cases provided for by the Eurocode. The first group of limiting states is used to calculate the strength of piles and grillages, as well as the limiting state of the soil of the base of the piles, and the loss of its overall stability. The second group of the ultimate state includes calculations of pile foundations for sediments and horizontal displacements, as well as for checking the formation of excessive opening of cracks in elements of reinforced concrete pile structures.

The calculation for the first group of limit states in the revised SNiP 2.02.03-85 compared to the previously valid SNiP 2.02.03-85 was left basically unchanged, except for the changes associated with the calculation of 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 fracture of the latter, as well as in assessing the amount 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 in survey.

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

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

Based on the calculation, the indicated soil models allow using the used method of calculating the bearing capacity to carry out the calculation of bushes of suspended piles, taking into account the mutual influence of piles in the bush. The revised SNiP 2.02.03-85 also adopted an improved model of the conventional pile foundation, which allows calculating pile fields with a large number of piles included in them. In this case, calculations of pile field sediments are carried out taking into account the occurrence of additional displacements from compression of the pile trunks and displacement of piles due to slipping of soil along their lateral surface.

In addition to the methodology used in the revised SNiP 2.02.03-85 for the determination of single pile settlement based on considering the soil as a linearly deformable medium, the updated SNiP 2.02.03-85 application includes a methodology for estimating this draft in a bilinear setting that takes into account the inevitability at a certain load of the complete exhaustion of the increase in the bearing capacity of piles along the side surface of piles.

It is recommended to determine the precipitation of combined pile-plate foundations (which allow simultaneously taking into account the resistance of the soil of the pile foundation and the grillage foundation based on soil) using the model of the plate on an elastic base with an elastic coefficient of resistance that is variable in plan. In this case, it is allowed to assign this coefficient both directly from a spatial nonlinear calculation, and based on the solution of an axisymmetric problem for a cell including a pile and the surrounding ground mass. When assigning the value of the coefficient of elastic resistance in the extreme zones and in places of stress concentration, it is recommended to take into account the spatial work of pile foundations in the calculations. The planned distribution of stiffness characteristics in this case is recommended to be determined on the basis of numerical simulation methods.

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

SP 24.13330.2011 SNiP 2.02.03-85 "Pile foundations."

Justify your assessment

1 area of \u200b\u200buse

This set of rules applies to the design of pile foundations of 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 of structures erected on permafrost soils, pile foundations of machines with dynamic loads, as well as supports for offshore oil fields 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 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 this year , and according to the corresponding monthly published information indexes published in the current year. If the referenced document is replaced (changed), then when using this set of rules should be guided by the replaced (changed) document. If the referenced document is canceled without replacement, the provision in which the link to it is given shall apply to the extent not affecting this link.

3 Terms and definitions

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

SP 24.13330 2011 pile foundations

SP 24.13330.2011

Updated edition 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?

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

What dictated the need for updating SNiP 2.02.03-85 (SP 24.13330.2011)?

Updating SNiP 2.02.03-85 is dictated by the fact that more than 25 years have passed since the release of the document. Since then, not only technology 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 a regulatory document in accordance with the requirements of Federal Law 384-ФЗ “Technical Regulations on the Safety of Buildings and Structures” and Federal Law 261-ФЗ “On Energy Saving and on Increasing Efficiency and on amending certain acts of the Russian Federation. ” The main text of the prepared regulatory document contains the mandatory requirements for the design of buildings and structures on pile foundations, and the annexes to the main text give 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 to the updated edition? SNiP 2.02.03-85 (SP 24.13330.2011)?

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

supplemented by requirements for the application of modern methods of monitoring the bearing capacity of piles;
supplemented by requirements for geotechnical monitoring;
supplemented by requirements for the use of modern numerical methods of calculation in the design of large groups of piles and pile-slab foundations;
the provision on the design of pile foundations from various types of piles in various engineering and geological conditions for various buildings and structures is included;
recommendations on the design of pile foundations using barrettes made by technological equipment such as a flat grab and a hydraulic mill are included;
recommendations are given on the use of piles in bridges, arranged with and without broadening by installing prefabricated cylindrical or prismatic reinforced concrete elements in boreholes;
the position on the calculation of pile foundations for two groups of limiting states is given;
changes were made in the calculations of pile foundations in terms of determining the precipitation of piles, pile bushes and pile fields;
an improved model of the conventional pile foundation has also been adopted, which allows calculating pile fields with a large number of piles included in them;
recommendations are given on the application 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) Eby croco?

SNiP for pile foundations

In order to avoid the unpleasant consequences of improper construction of buildings, manifested in the collapse, cracking of walls, banks, construction works are regulated by SNiP. Moreover, the standards of the joint venture pile foundation 2011 gives recommendations not only on working moments, but also on all processes, from the creation of the project, laying the foundation, construction of walls and roofs.

JV 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 foundations do not withstand the load. The use of pile technology ensures the reliability of the foundation, the speed of erection of the structure, the simplicity of installation work and considerable economic benefit for the user.

Design, construction processes are regulated by the following documents:

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

You can also refer to the Guide to designing the foundations of buildings and structures to SNiP 2.02.01-83.

Types of structures by the method of deepening

When laying the foundation of a pile type used in private construction, you need to know there are several types of pile structures that are different in the way they are buried in soils:

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

The size of the depth of the base is calculated from the weight features, the functional purpose of the structure

The size of the depth of the base is calculated from the weight features, the functional purpose of the structure. The depth parameters of the laid engineering networks, the relief nuances of the construction site, the type of soil, the freezing point and the height of the rise of groundwater aquifers are also taken into account. 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 prone to sludge. Calculation of sediment is carried out in accordance with the additional regulations of SP 24.13330.2011 in the updated version of SNiP. All reinforcement work with the grillage slab should be carried out only by a certain brand of reinforcing mesh or metal rods, which corresponds to SP 63.13330.2012.

When performing work on arranging the foundation, it is necessary to carefully calculate all the nuances. With all its popularity, pile foundations do not differ in increased endurance, strength and do not allow the construction of buildings above 2-3 floors. Standards are specified in SP 24.13330.2011 Fundamentals of buildings and structures (see updated version).

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

Sample text fragment:

MINISTRY OF REGIONAL DEVELOPMENT OF THE RUSSIAN FEDERATION

s v v dp r v v l l SP 24.13330.2011

Updated edition of SNiP 2.02.03-85

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

Rule Set Information

1 EXECUTORS - Research, Design and Survey and Design and Technology Institute of Foundations and Underground Structures named after N.M. Gersevanova "- Institute of OJSC" 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 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 entered into force on May 20, 2011.

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

Information on amendments 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 signs “National Standards”. In case of revision (replacement) or cancellation of this set of rules, the corresponding notification will be published in the monthly published information index "National Standards". 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

This normative document cannot be fully or partially reproduced, duplicated and distributed as an official publication in the Russian Federation without the permission of the Ministry of Regional Development of Russia

1 area of \u200b\u200buse. 1

3 Terms and definitions. 2

4 General provisions. 3

5 Requirements for engineering and geological surveys. 4

7 Design of pile foundations. 10

7.1 Basic calculation guidelines. 10

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

7.3 Determination of the bearing capacity of piles according to the results of field tests. 27

7.4 Calculation of piles, pile and combined pile-slab foundations for

7.5 Design Features of Large-Size Bushes and Pile Fields

and grillage slabs. 40

7.6 Features of the design of pile foundations in the reconstruction of buildings

and facilities. 43

8 Requirements for the construction of pile foundations. 45

9 Design features of pile foundations in subsidence soils. 49

10 Design features of pile foundations in swellable soils. 54

11 Design features of pile foundations for part-time workers

12 Design features of pile foundations in seismic areas. 59

13 Design features of pile foundations on karst

14 Design features of pile foundations of overhead line supports

15 Design features of 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 momentum. 71

with a slope of the side faces i p\u003e 0,025. 75

soils according to their strength characteristics. 77

forces of frost heaving. 83

This set of rules establishes the 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 them. N.M. Gersevanova - Institute of Research Center "Construction": Dr. Tech. sciences B.V. Bakholdin, V.P. Petrukhin and Cand. tech. sciences I.V. Kolybin - topic managers, Dr. Tech. Sciences: A.A. Grigoryan, E.A. Sorochan, L.R. Stenitser, candidates tech. 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. Hawks, engineers L.P. Chashikhina, E.A. Parfyonov, with the participation of engineer N.P. The brewery.

PILED FOUNDATIONS Pile foundations

Date introduced 2011-05-20

1 area of \u200b\u200buse

This set of rules applies to the design of pile foundations of 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 effects"

SP 21.13330.2010 "SNiP 2.01.09-91 Buildings and structures in the developed 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. Pile Field Test Methods

GOST 9463-88 Round softwood timber. Technical conditions

GOST 12248-96 Soils. Laboratory methods for characterizing strength and deformability

GOST R 53231-2008 Concrete. Rules for control and strength assessment

GOST 19804-91 Reinforced concrete piles. Technical conditions

GOST 19804.6-83 Hollow piles of circular cross section and piles-shell reinforced concrete composite with non-tensile reinforcement. Construction and dimensions

GOST 19912-2001 Soils. Field test methods for static and dynamic sounding

GOST 20276-99 Soils. Field methods for characterizing strength and deformability

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

GOST 25100-95 Soils. Classification

GOST 26633-91 Concrete, heavy and fine-grained

GOST 27751-88 Reliability of building structures and foundations. Basic Provisions 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 standardization body of the Russian Federation 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 published information indexes published in the current year. If the referenced document is replaced (changed), then when using this set of rules should be guided by the replaced (changed) document. If the referenced document is canceled without replacement, the provision in which the link to it is given shall apply to the extent not affecting this link.

3 Terms and definitions

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

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

4 General

4.1 Pile foundations should be designed on the basis 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 for their operation,

d) the loads acting on the foundations,

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

e) environmental requirements,

g) technical and economic comparison of possible design solutions.

4.2 When designing, solutions should be provided that 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 should be taken in accordance with SNiP 23-01.

4.4 Design work on pile foundations should be carried out in accordance with the terms of reference 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.

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

4.9 Pile foundations intended for use in an aggressive environment should be designed taking into account the requirements of SP 28.13330, and wooden structures of pile foundations should be designed taking into account the requirements for protecting them from rotting, destruction and damage by woodworkers.

4.10 When designing and constructing pile foundations from monolithic and precast concrete or reinforced concrete, the joint venture should be additionally guided

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 works, safety precautions, fire safety rules during construction and installation works and environmental protection.

SET OF RULES

PILED FOUNDATIONS

ACTUALIZED EDITION OF SNiP 2.02.03-85

Tile foundations

SP 24.13330.2011

Foreword

The goals and principles of standardization in the Russian Federation are established by the Federal Law of December 27, 2002 N 184-ФЗ "On Technical Regulation", and the development rules - by the Decree of the Government of the Russian Federation of November 19, 2008 N 858 "On the procedure for the development and approval of codes of practice "

Rule Set Information

1. Performers - "Research, Design and Engineering and Design and Technology Institute of Foundations and Underground Structures named after NM Gersevanov" - Institute of Research Center "Construction" (NIIOSP named after NM Gersevanov).
2. Submitted by the Technical Committee for Standardization (TC 465) “Construction”.
3. Prepared for approval by the Department of Architecture, Construction and Urban 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 entered into force on May 20, 2011.
5. Registered by the Federal Agency for Technical Regulation and Metrology (Rosstandart). Revision of the joint venture 24.13330.2010.

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

Introduction

This set of rules establishes the requirements for the design of foundations from different types of piles in various engineering and geological conditions and for any type of construction.
Designed by NIIOSP them. N.M. Gersevanova - Institute of Research Center "Building": Dr. B.V. Bakholdin, V.P. Petrukhin and Candidate of Technical Sciences I.V. Kolybin - topic leaders; Dr. of Technical Sciences: A .A. Grigoryan, EA Sorochan, LR 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. Chashchina, E.A. Parfyonov, with the participation of engineer N.P. Pivnik.

1 area of \u200b\u200buse

This set of rules applies to the design of pile foundations of 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 of structures erected on permafrost soils, pile foundations of machines with dynamic loads, as well as supports for offshore oil fields and other structures erected on the continental shelf.

This joint venture provides links to the following documents:
Federal Law of December 27, 2002 N 184-ФЗ "On Technical Regulation"
Federal Law of December 30, 2009 N 384-ФЗ "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 effects"

Consultant Plus: note.
The joint venture referred to in this document SP 21.13330.2010 was subsequently approved and published with the number SP 21.13330.2012.

SP 21.13330.2010 "SNiP 2.01.09-91. Buildings and structures in the developed areas and subsidence soils"
SP 22.13330.2011 "SNiP 2.02.01-83 *. Foundations of buildings and structures"

Consultant Plus: note.
SP 28.13330.2010 referred to in this document was subsequently approved and published with SP 28.13330.2012.

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 effects on hydraulic structures (wave, ice and from ships)"
SP 40.13330.2010 "SNiP 2.06.06-85. Concrete and reinforced concrete dams"

Consultant Plus: note.
SP 41.13330.2010 referred to in this document was subsequently approved and published with SP 41.13330.2012.

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

Consultant Plus: note.
SP 47.13330.2010 referred to in this document was subsequently approved and published with SP 47.13330.2012.

SP 47.13330.2010 "SNiP 11-02-96. Engineering surveys for construction. Basic provisions"
SNiP 23-01-99 *. Construction climatology

Consultant Plus: note.
SP 58.13330.2010 referred to in this document was subsequently approved and published with SP 58.13330.2012.

SP 58.13330.2010 "SNiP 33-01-2003. Hydrotechnical structures. Basic provisions"

Consultant Plus: note.
SP 63.13330.2010 referred to in this document was subsequently approved and published with SP 63.13330.2012.

SP 63.13330.2010 "SNiP 52-01-2003. Concrete and reinforced concrete structures. Basic provisions"
GOST 5686-94. Soils. Pile Field Test Methods
GOST 9463-88. Round timber of coniferous species. Technical conditions
GOST 12248-96. Soils. Laboratory methods for characterizing strength and deformability
GOST R 53231-2008. Concrete Rules for control and strength assessment
GOST 19804-91. Reinforced concrete piles. Technical conditions
GOST 19804.6-83. Hollow piles of circular cross-section and reinforced concrete composite piles-shells with non-tensile reinforcement. Construction and dimensions
GOST 19912-2001. Soils. Field test methods for static and dynamic sounding
GOST 20276-99. Soils. Field methods for characterizing strength and deformability
GOST 20522-96. Soils. Methods of statistical processing of test results
GOST 25100-95. Soils. Classification
GOST 26633-91. Heavy and fine concrete
GOST 27751-88. Reliability of building structures and foundations. Basic Provisions for Calculation
GOST R 53778-2010. Buildings and constructions. 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 this year, and the relevant monthly published information signs published this year. If the referenced document is replaced (changed), then when using this set of rules should be guided by the replaced (changed) document. If the referenced document is canceled without replacement, the provision in which the link to it is given shall apply to the extent not affecting this link.

3. Terms and definitions

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

4. General

4.1. Pile foundations should 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 for their operation;
d) the loads acting on the foundations;
e) the conditions of the existing development and the impact of new construction on it;
e) environmental requirements;
g) technical and economic comparison of possible design solutions.
4.2. When designing, solutions should be provided that ensure the reliability, durability and cost-effectiveness 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 should be taken in accordance with SNiP 23-01.
4.4. Design work on pile foundations should be carried out in accordance with the terms of reference 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 performed in accordance with the requirements of SP 47.13330, SP 11-104 and section 5 of this SP.
The engineering surveys should provide not only a study of the geotechnical conditions of the new construction, but also the necessary data to verify the impact of the pile foundation on existing structures and the environment, as well as to design, if necessary, strengthen the foundations and foundations of existing structures.
Designing 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 impact of dynamic effects on the structures of existing structures, as well as on machines, instruments and equipment that are sensitive to vibrations, and, if necessary, provide for measuring the parameters of vibrations of soil, structures, and underground utilities when pilot dive and pile installation.
4.8. In projects of pile foundations it is necessary to provide for field measurements (monitoring). The composition, scope and methods of monitoring are established depending on the level of responsibility of the structure and the complexity of the engineering and geological conditions (SP 22.13330).
Full-scale measurements of deformations of foundations and foundations should be provided for when applying new or insufficiently studied structures of structures or foundations, as well as if there are special requirements for field measurements in the design assignment.
4.9. Pile foundations intended for use in an aggressive environment should be designed taking into account the requirements of SP 28.13330, and wooden structures of pile foundations should be designed taking into account the requirements for protecting them from rotting, destruction and damage by woodworkers.
4.10. When designing and constructing pile foundations made of monolithic and precast concrete or reinforced concrete, SP 63.13330, SP 28.13330 and SNiP 3.04.01 should be additionally followed, as well as the requirements of regulatory documents on the construction of foundations and foundations, geodetic works, safety precautions, fire safety rules during production construction works and environmental protection.

5. Requirements for engineering and geological tests

5.1. The results of engineering surveys should include information on geology, geomorphology, seismicity, and also contain all the necessary data to select the type of foundation, determine the type of piles and their sizes, the design load allowed on the pile, and carry out calculations according to the limit states taking into account the forecast of possible changes ( in the process of construction and operation) of geological, hydrogeological and environmental conditions of the construction site, as well as the type and extent of engineering measures for its development.
5.2. Surveys for pile foundations in the general case include the following complex of works:
well drilling with sampling and description of passable soils;
laboratory studies of the physical and mechanical properties of soils and groundwater;
sounding of soils - static and dynamic;
soil pressure tests;
soil testing by stamps (static loads);
soil testing with standard and (or) full-size piles;
experimental work on the study of the impact of the construction of pile foundations on the environment, including those located near structures (on a special assignment from the design organization).
5.3. Obligatory types of work, regardless of the level of responsibility of construction objects and types of pile foundations, are well drilling, laboratory research and static or dynamic sounding. In this case, the most preferred sensing method is static, during which, in addition to the indicators of static sounding of soils, their density and moisture 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 soil testing with pressiometers and dies (GOST 20276), reference and full-size piles (GOST 5686) in accordance with the recommendations of Appendix B. In this case, it is necessary to take into account the complexity categories of soil conditions established by depending on the homogeneity of the soil according to the conditions of occurrence and properties (see Appendix B).
During the construction of high-rise buildings of an increased level of responsibility and buildings with a deep underground part, the geophysical studies should be included in the survey during the survey to clarify the geological structure of the soil mass between the wells, to determine the thickness of interlayers of weak soils, the depth of water-resistant seals, the direction and speed of groundwater movement, and in karst hazardous areas - the depths of rock and karst rocks, their fracturing and karst.
5.5. When using piles of new designs (according to the special assignment of the design organization), the composition of work should include experimental piling dives in order to clarify the dimensions and mode of immersion assigned during design, as well as full-scale tests of these piles with static loads.
When using combined pile-slab foundations, the scope of work should include soil testing with dies and field piles.
5.6. When transferring piles of pulling, horizontal or alternating loads to the piles, the need for pilot work should be determined in each case with the designation of the amount of work, taking into account the dominant impact.
5.7. The bearing capacity of piles according to the results of field tests of soils full-scale and reference piles and static sounding should be determined in accordance with subsection 7.3.
5.8. Soil tests with piles, dies and pressiometers are usually carried out in experimental sites selected by the results of well drilling (and sounding) and located in places most characteristic of soil conditions, in areas of the most congested foundations, as well as in places where the possibility of immersion piles on ground conditions is doubtful.
It is advisable to test soils with static loads mainly with screw dies with an area of \u200b\u200b600 cm2 in wells in order to obtain a deformation modulus and refine the transition coefficients for the site under study in the dependencies recommended by current regulatory documents to determine the soil deformation modulus according to sounding and pressiometric tests.
5.9. The volume 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 encountered at the construction site within the studied depth, special attention should be paid to the presence, depth and thickness of soft soils (loose sand, weak clay soils, organic and organic soils). The presence of these soils affects the determination of the type and length of piles, the location of joints of composite piles, the nature of the interface between the pile grillage and piles, and the choice of type of piling equipment. The adverse properties of these soils must also be considered in the presence of dynamic and seismic effects.
5.10. Geotechnical workings (wells, sounding points, places of soil testing) should be placed so that they are located within the contour of the designed building or under the same ground conditions no further than 5 m from it, and in the case of using piles as a building envelope pit - at a distance of not more than 2 m from their axis.
5.11. The depth of the engineering and geological workings should be at least 5 m below the projected depth of the lower ends of the piles with their ordinary arrangement and loads on the pile of piles up to 3 MN and 10 m lower - with pile fields up to 10 x 10 m and with loads on a bush more than 3 MN. For piled fields larger than 10 x 10 m and the use of slab-pile foundations, the depth of the workings must exceed the expected depth of piles not less than the depth of the compressible thickness, but not less than half the width of the pile field or plate, and not less than 15 m.
If there are soil layers on the construction site with specific properties (subsidence, swellable, weak clay, organomineral and organic soils, loose sand and industrial soils), the depths of the excavations are determined taking into account the need to penetrate them throughout the thickness of the layer to establish the depth of underlying solid soils and determine their characteristics.
5.12. In surveys for pile foundations, the physical, strength, and deformation characteristics necessary for calculating pile foundations according to the limiting conditions must be determined (Section 7).
The number of definitions of soil characteristics for each engineering-geological element should be sufficient for their statistical processing in accordance with GOST 20522.
5.13. For sand, given the difficulties in sampling the 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.
Sounding is the main method for determining the deformation modulus of both sand and clay soils for facilities of the III level of responsibility and one of the methods for determining the deformation modulus (in combination with pressiometric and stamp tests) for objects of I and II levels of responsibility.
5.14. When applying pile foundations to strengthen the foundations of reconstructed buildings and structures during engineering and geological surveys, additional work must be done to examine the foundations of the foundations and instrumental geodetic observations of the movements of building structures.
In addition, the conformity of new survey materials with archival data (if any) should be established and a conclusion drawn up on the change in the engineering-geological and hydrogeological conditions caused by the construction and operation of the reconstructed structure should be drawn up.
Notes. 1. Inspection of the technical condition of the construction of foundations and buildings should be carried out by order of the customer by a specialized organization.
2. It is advisable to evaluate the length of existing piles in the foundations of a building under reconstruction using radar-type instruments.

5.15. The foundation foundations should be preceded by:
visual assessment of the state of the upper structure of the building, including fixing existing cracks, their size and nature, installing beacons on the cracks;
identification of the building’s operating mode in order to establish factors negatively affecting the foundation;
establishing the availability of underground utilities and drainage systems and their condition;
familiarization with archival materials of engineering and geological surveys conducted at the reconstruction site.
Conducting a geodetic survey of the position of the structures of the reconstructed building and the socles is necessary to assess the possible occurrence of uneven precipitation (banks, deflections, relative displacements).
When examining reconstructed buildings, the condition of the surrounding area and closely located buildings should also be taken into account.
5.16. A survey of the foundations of the foundations and the state of foundation structures is carried out by drilling pits with the selection of soil monoliths directly from under the sole of the foundations and pit walls. Below the pit depth, the engineering and geological structure, hydrogeological conditions and soil properties should be investigated by drilling and sounding, while boreholes and sounding points are placed around the perimeter of the building or structure at a distance of no more than 5 m from them.
5.17. When reinforcing the foundations of reconstructed structures by supplying driven, pressed, bored or bored piles, the depth of drilling and sounding should be taken according to instructions 5.11.
5.18. A technical report on the results of engineering and geological surveys for the design of pile foundations should be prepared in accordance with SP 47.13330 and SP 11-105.
All soil characteristics should be given 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.
In the presence of full-scale tests of piles with static or dynamic loads, their results should be given. Sensing results should include data on the bearing capacity of piles.
If there is groundwater on the site with aggressive properties, it is necessary to provide recommendations on anticorrosive protection of piles.
In cases of identification of interlayers or strata of specific soils and hazardous geological processes (karst-suffosion, landslide, etc.) at the construction site, it is necessary to provide data on their distribution and intensity of manifestation.
5.19. In engineering-geological surveys and studies of soil properties for the design and construction of pile foundations, it is also necessary to take into account the additional requirements set forth in sections 9-15 of this joint venture.

6. Types of piles

6.1. According to the method of penetration into the soil, the following types of piles are distinguished:
a) prefabricated driven and pressed (hereinafter referred to as driven) reinforced concrete, wood and steel, immersed in the soil without drilling it or in leader wells using hammers, vibration dampers, vibration-pressing, vibration-shock and pressing devices, as well as reinforced concrete piles-shells with a diameter up to 0.8 m deepened by vibration absorbers without excavation or with partial excavation and not filled with concrete mix (see GOST 19804);
b) reinforced concrete sheath-piles, submerged by vibration absorbers with a excavation from their cavity and filled partially or completely with concrete mixture;
c) stuffed concrete and reinforced concrete, arranged in the ground by laying concrete mixture in wells, formed as a result of forced displacement - squeezing the soil;
d) reinforced concrete drilling rigs arranged in the ground by filling the drilled wells with concrete mix or installing reinforced concrete elements in them;
e) screw piles, consisting of a metal screw blade and a tubular metal trunk with a much smaller cross-sectional area compared to the blade, immersed in the ground by screwing it together with indentation.
6.2. According to the conditions of interaction with the soil, piles should be subdivided into piles-racks and hanging (piles of friction).
Piles-racks should include piles of all kinds, based on rocky soils, and driven piles, in addition, on low-compressible soils. Soil resistance forces, with the exception of negative (negative) friction forces, on the lateral surface of pile piles in the calculations of their bearing capacity on the ground of the base for compressive load should not be taken into account.
Hanging piles (piles of friction) should include piles of all kinds, based on compressible soils and transferring the load on the foundation soils with a lateral surface and a lower end.
Note. Low-compressible soils include coarse-grained soils with medium-density and dense sand aggregate, as well as clays of solid consistency in a water-saturated state with a deformation modulus E\u003e \u003d 50 MPa.

6.3. Hammered reinforced concrete piles with a cross-sectional size of up to 0.8 m inclusively and sheath piles with a diameter of 1 m or more should be divided:
a) according to the method of reinforcement - on piles and piles-shells with non-tensile longitudinal reinforcement with transverse reinforcement and on prestressed ones with bar or wire longitudinal reinforcement (from high-strength wire and reinforcing ropes) with transverse reinforcement and without it;
b) according to the shape of the cross-section - on piles square, rectangular, T-shaped and I-shaped, square with a circular cavity, hollow round section;
c) in the shape of a longitudinal section — into prismatic, cylindrical, with inclined side faces (pyramidal, trapezoidal);
d) by design features - on piles solid and composite (from separate sections);
e) by design of the lower end - on piles with a pointed or flat lower end, or volumetric broadening (club-shaped) and on hollow piles with a closed or open lower end or with a camouflage heel.
Note. Driving piles with a camouflage heel are arranged by driving hollow round piles with a closed steel hollow tip, followed by filling the pile cavity and the tip with concrete mixture and using a camouflage heel explosion within the tip. Designs for such piles should provide guidance on observance of the rules for drilling and blasting operations.

6.4. Stuffed piles according to the method of the device are divided into:
a) stuffed, arranged by immersion (driving, indentation or screwing) of inventory pipes, the lower end of which is closed with a shoe (tip) or concrete plug left in the ground, with subsequent extraction of these pipes as the wells are filled with concrete, including after the broadening device from rammed dry concrete mix;
b) stuffed vibro-stamped, arranged in punched wells by filling the wells with a rigid concrete mixture, sealed with a vibro-stamp in the form of a pipe with a pointed lower end and a vibro-driver mounted on it;
c) stuffed in a stamped bed, arranged by stamping in the soil of pyramidal or conical wells, followed by filling them with concrete mix.
6.5. Drilling piles according to the method of the device are divided into:
a) bored continuous sections with and without broadening, concreted in wells drilled in clay soils above the groundwater level without fixing the walls of the wells, and in any soil below the groundwater level - with the walls of the wells fixed in clay mud or inventory removable casing pipes;
b) bored using continuous hollow screw technology;
c) barrettes - drill piles made by technological equipment such as a flat grab or soil cutter;
d) bored with a camouflage heel, arranged by drilling wells with the subsequent formation of broadening by explosion (including electrochemical) and filling the wells with concrete mixture;
e) brown injection with a diameter of 0.15 - 0.35 m, arranged in drilled wells by injection (injection) into them of a fine-grained concrete mixture, as well as arranged by a hollow screw;
f) injection holes with a diameter of 0.15 - 0.35 m, performed with compaction of the surrounding soil by treating the well using pulse-discharge technology (a series of discharges of high-voltage current pulses - RHS);
g) pillar-piles arranged by drilling wells with or without broadening, laying monolithic cement-sand mortar in them and lowering cylindrical or prismatic elements of a continuous section with sides or diameters of 0.8 m or more into the wells;
h) drill piles with camouflage heel, different from bored piles with camouflage heel (see subparagraph "d") in that, after the formation and filling of camouflage broadening, a reinforced concrete pile is lowered into the well.
6.6. The use of piles with abandoned casing pipes is allowed only in cases where the possibility of using other solutions for foundation construction is excluded (when bored piles are installed in soil strata with a filtration flow rate of more than 200 m / day, when bored piles are used to fix existing landslide slopes and in other justified cases).
When installing bored piles in water-saturated clay soils for fixing the walls of the wells, it is allowed to use an excess water pressure of at least 0.5 atm provided that the place of work from existing facilities is not less than 25 m (this requirement does not apply to the case of piles with drilling protected by inventory casing pipes).
6.7. Reinforced concrete and concrete piles should be designed from heavy concrete according to GOST 26633.
For non-standardized driven reinforced concrete piles, as well as for stuffed 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 grouting of pile foundations should be designed from heavy concrete of a class not lower: for monolithic - B15, for prefabricated - B20.
For bridge supports, the class of concrete 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 monolithic reinforced concrete columns in glasses of pile grillages, as well as pile heads for precast tape grilles should be provided in accordance with the requirements of SP 63.13330, but not lower than class B15.
Note. For bridge supports and hydraulic structures, the concrete class for monolithic precast elements of pile foundations should be one step higher than the concrete class of the connected precast elements.

6.10. Concrete grades for frost resistance and water tightness of piles and pile grillages should be assigned in accordance with GOST 19804.6, SP 63.13330, for bridges and hydraulic structures - SP 35.13330 and SP 40.13330, respectively.
6.11. Wooden piles should be made of softwood logs (pine, spruce, larch, fir) that meet 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 (runaway) of the logs is preserved.

PILED FOUNDATIONS

Updated edition

SNiP 2.02.03-85

Official Edition

Moscow 2011

SP 24.13330.2011

Foreword

Rule Set Information

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

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

		SP 24.13330.2011

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

	Terms and Definitions............................................... .................................................. .......
	General provisions ................................................ .................................................. ................
	Requirements for engineering and geological surveys ............................................ ...........
	Types of piles ................................................ .................................................. ..............................
	Design of pile foundations ............................................... .............................
		Basic instructions for the calculation .............................................. ..........................................
		Calculation methods for determining the bearing capacity of piles ........................................
		Determination of the bearing capacity of piles according to the results of field tests .........

7.4 Calculation of piles, piles and combinedpile-plate foundations for deformations ………………………………………………………………………………. . ... . 35

7.5 Design features of large-sized bushes and fields of piles and grillage slabs …………………. …………………………………………… .. …… ... …… 40

7.6 Features of the design of pile foundations in the reconstruction of buildings

		and facilities ................................................ .................................................. ...................
	Requirements for the construction of pile foundations ............................................. .....
	Design features of pile foundations in subsidence soils .............
		Design features of pile foundations in swellable soils ............
		Design features of pile foundations for part-time workers
		territories ................................................. .................................................. .....................
		Features of the design of pile foundations in seismic areas .........

13 Peculiarities of designing pile foundations in karst territories ...................................................... 62

14 Design features of pile foundations of overhead line supports

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

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

and horizontal forces and momentum ............................................. ....................

with a slope of the side faces ip\u003e 0,025 ........................................... .............

staged .... ..............................................................................

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

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

SP 24.13330.2011

Introduction

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

Designed by NIIOSP them. N.M. Gersevanova - Institute of Research Center "Construction": Dr. Tech. Sciences B.V. Bakholdin, V.P. Petrukhin and Cand. tech. sciences I.V. Kolybin - topic leaders; Dr. tech. Sciences: A.A. Grigoryan, E.A. Sorochan, L.R. Stavnitser; tech candidates sciences: A.G. Alekseev, V.A. Barvashov, S.G. Bezolev, G.I. Bondarenko, V.G. Budanov, A.M. Dzagov, O.I. Ignatova, V.E. Konash, V.V. Mikheev D.E. Razvodovsky.G. Fedorovsky, O.A. Shulyatiev, P.I. Hawks, engineers L.P. Chashikhina, E.A. Parfyonov,with the participation of an engineer N.P. The brewery.

SP 24.13330.2011

SET OF RULES

PILED FOUNDATIONS

Tile foundations

Date introduced 2011-05-20

1 area of \u200b\u200buse

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

Federal Law of December 30, 2009 No. 384-ФЗ "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 the developed 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 "joint venture 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. Key Points

SNiP 23-01-99 * Construction climatology SP 58.13330.2010 SNiP 33-01-2003 Hydrotechnical structures. The main

provisions "

Official Edition

SP 24.13330.2011

SP 63.13330.2010 SNiP 52-01-2003 Concrete and reinforced concrete structures. Key Points

GOST 5686-94 Soils. Field test methods with piles GOST 9463-88 Round softwood timber. Technical conditions

GOST 12248-96 Soils. Laboratory methods for characterizing strength and deformability

GOST R 53231-2008 Concrete. Rules for monitoring and evaluating the strength of GOST 19804-91 Reinforced concrete piles. Technical conditions

GOST 19804.6-83 Hollow piles of circular cross section and piles-shell reinforced concrete composite with non-tensile reinforcement. Construction and dimensions

GOST 19912-2001 Soils. Field test methods for static and dynamic sounding

GOST 20276-99 Soils. Field methods for characterizing strength and deformability

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

GOST 25100-95 Soils. Classification GOST 26633-91 Concrete heavy and fine-grained

GOST 27751-88 Reliability of building structures and foundations. Basic Provisions 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 standardization body of the Russian Federation 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 published information indexes published in the current year. If the referenced document is replaced (changed), then when using this set of rules should be guided by the replaced (changed) document. If the referenced document is canceled without replacement, the provision in which the link to it is given shall apply to the extent not affecting this link.

3 Terms and definitions

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

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

4 General

4.1 Pile foundations should 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 for their operation;

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

g) technical and economic comparison of possible design solutions.

SP 24.13330.2011

4.2 When designing, solutions should be provided that ensure the reliability, durability and cost-effectiveness 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 similarengineering-geological, hydrogeological and environmental conditions.

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

4.4 Design work on pile foundations should be carried out in accordance with the terms of reference 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 according to GOST 27751.

4.6 Pile foundations should be designed based on the results of engineering surveys performed in accordance with the requirements of SP 47.13330, SP11-104 and section 5 of this joint venture.

Designing 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 impact of dynamic effects on the structures of existing structures, as well as on machines, instruments and equipment that are sensitive to vibrations, and, if necessary, provide for measuring the parameters of vibrations of soil, structures, and underground utilities when pilot dive and pile installation.

4.8 In projects of pile foundations it is necessary to provide for field measurements (monitoring). The composition, scope and methods of monitoring are established depending on the level of responsibility of the structure and complexityengineering and geological conditions (SP 22.13330).

4.9 Pile foundations intended for use 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 damage by woodworkers.

SP 24.13330.2011

5 Requirements for engineering and geological tests

5.1 The results of engineering surveys should include information on geology, geomorphology, seismicity, and also contain all the necessary data to select the type of foundation, determine the type of piles and their sizes, the design load allowed on the pile, and carry out calculations according to the 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 extent of engineering measures for its development.

5.2 Surveys for pile foundations in the general case include the following complex of works:

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

sounding of soils - static and dynamic; soil pressure tests; soil testing by stamps (static loads);

soil testing with standard and (or) full-size piles; experimental work on the study of the impact of pile foundations on

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

5.3 Obligatory types of work, regardless of the level of responsibility of construction objects and types of pile foundations, are well drilling, laboratory research and static or dynamic sounding. In this case, the most preferred sensing method is static, during which, in addition to the parameters of static sounding of soils, their density and moisture 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 soil testing with pressiometers and dies (GOST 20276), reference and full-size piles (GOST 5686) in accordance with the recommendations of Appendix B. In this case, it is necessary to take into account the complexity categories of soil conditions, established depending on the homogeneity of the soil according to the conditions of occurrence and properties (see Appendix B).

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

When using combined pile-slab foundations, the scope of work should include soil testing with dies and field piles.

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

SP 24.13330.2011

a specific case with the designation of the volume of work, taking into account the dominant impact.

5.7 The bearing capacity of piles according to the results of field tests of soils full-scale and reference piles and static sounding should be determined in accordance with subsection 7.3.

5.8 Soil tests with piles, dies and pressiometers are usually carried out in experimental sites selected by the results of well drilling (and sounding) and located in places most characteristic of soil conditions, in areas of the most congested foundations, as well as in places where the possibility of immersion piles on ground conditions is doubtful.

It is advisable to test soils with static loads mainly with screw dies with an area of \u200b\u200b600 cm2 in wells in order to obtain a deformation modulus and refine the transition factors for the area under study in the dependencies recommended by current regulatory documents to determine the soil deformation modulus according to sounding and pressiometric tests.

5.9 The volume 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.

5.10 The placement of engineering and geological workings (wells, sounding points, places of soil testing) should be carried out in such a way that they are located within the contour of the designed building or under the same ground conditions no further than 5 m from it, and in the case of piles

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

5.11 The depth of the engineering-geological workings should be at least 5 m below the projected depth of the lower ends of the piles with their ordinary

location and loads on the pile bush up to 3 MN and 10 m lower with pile fields up to 10 10 m in size and with loads on the bush more than 3 MN. When pile fields are larger than 10 10 m and the use of plate-pile foundations, the depth of the workings must exceed the expected penetration of piles not less than the depth of the compressible thickness, but not less than half the width of the pile field or plate, and not less than 15 m.

SP 24.13330.2011

5.12 In surveys for pile foundations, the physical, strength, and deformation characteristics necessary for calculating pile foundations according to the limiting conditions must be determined (Section 7).

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

5.13 For sand, given the difficulties in sampling the 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.

5.14 When applying pile foundations to strengthen the foundations of reconstructed buildings and structures withengineering-geological surveys additionally must be performed work on the examination of the foundations

and instrumental geodetic observations of the movements of building structures.

NOTE 1 An examination of the technical condition of the foundations and building structures should be carried out.

on the instructions of the customer by a specialized organization.

2 It is advisable to evaluate the length of existing piles in the foundations of a building under reconstruction using radar-type instruments.

5.15 The inspection of the foundations must be preceded by: a visual assessment of the state of the upper structure of the building, including fixing

existing cracks, their size and nature, installation of beacons on cracks; identification of the building’s operating mode in order to establish factors,

negatively acting on the ground; establishing the availability of underground utilities and drainage systems and their condition;

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

When examining reconstructed buildings, the condition of the surrounding area and closely located buildings should also be taken into account.

Brief annotation from the developer

Updating and harmonization with Eurocodes

SNiP2.02.03-85 “Pile foundations”

The lead contractor is NIIOSP them. Gersevanova

As an international standard analogue, with respect to which harmonization of SNiP 2.02.03-85 “Pile foundations” was carried out, the European standard EN 1997-1: 2004 (E) “Eurocode 7”: Geotechnical design - Part 1: General rules ”was adopted . All mandatory provisions of the updated version of SNiP 2.02.03-85 do not contradict the mandatory provisions of EN 1997-1: 2004 (E).

In the framework of harmonization with Eurocode 7, in the text of SNiP, the division of paragraphs and applications into mandatory and voluntary applications has been performed.

SNiP supplemented by the application "Definitions", which provides a translation of the terms into English.