The system of regulatory documents in construction

BUILDING REGULATIONS

RUSSIAN FEDERATION

_____________________________________________________________

CAR ROADS

Updated edition

SNiP 2.05.02-85*

EDITION OFFICIAL

MINISTRY OF REGIONAL DEVELOPMENT

RUSSIAN FEDERATION

(MINISTRY OF REGION OF RUSSIA)

FOREWORD

DEVELOPED by Soyuzdornii Ministry of Construction (candidate of technical sciences V.M. Yumashev- theme leader; HE. Yakovlev, candidates tech. Sciences ON THE. Ryabikov, N.F. Khoroshilov; Dr. tech. Sciences V.D. Kazarnovsky; cand. tech. Sciences V.A. Chernihiv, A.E. Merzlikin, Yu.L. Motylev, A .M. Sheinin, I.A. Plotnikova, V.S. Isaev; N.S. Toothless) with the participation of the Soyuzdorproject of the Ministry of Transport and Construction ( V.R. Silkov; cand. tech. Sciences V. D. Braslavsky; S.A. Zarifiants), Moscow Automobile and Road Institute of the USSR Ministry of Higher Education (Doctor of Technical Sciences V.F. Babkov, EAT. Lobanov, V.V. Silyanov), Soyuzpromtransniiproekt Gosstroy of the USSR ( IN AND. Polyakov, P.I. Zarubin, V.S. Porozhnyakov; cand. tech. Sciences A.G. Kolchanov), VNIIBD of the Ministry of Internal Affairs of the USSR (candidate of technical sciences V.V. Novizentsev; V.Ya. Buylenko), Giprodornii of the Ministry of Avtodor of the RSFSR (Doctor of Technical Sciences A.P. Vasiliev; tech candidates. Sciences V.D. Belov, EAT. Hams), Giproavtotrans Minavtotrans RSFSR ( V.A. Veluga, Yu.A. Goldenberg), Giproneftetrans Goskomnefteproducts of the RSFSR ( V.A. Shcherbin), Georgian State Administration of the Minavtodor of the GSSR (Candidate of Technical Sciences T.A. Shilakadze).

INTRODUCED by the Soyuzdornia Ministry of Transport.

PREPARED FOR APPROVAL by the Glavtekhnormirovaniye Gosstroy USSR Yu.M. Zhukov).

SNiP 2.05.02-85* is a reissue of SNiP 2.05.02-85 with change No. 2, approved by the Decree of the USSR Gosstroy of June 9, 1988 No. 106, change No. 3, approved by the Decree of the USSR Gosstroy of July 13, 1990 No. 61, change No. 4, approved by the Decree of the Ministry of Construction of Russia of June 8, 1995 No. 18-57, and change No. 5, approved by the Decree of the Gosstroy of Russia of June 30, 2003 No. 132.

The updated version was approved by order of the Ministry of Regional Development of Russia dated No.

INTRODUCTION

The sections of these standards contain requirements that correspond to the goals of technical regulations and are subject to mandatory compliance, taking into account Part 1 of Article 46 of the Federal Law "On Technical Regulation".

The update was carried out by the team of authors: OJSC Soyuzdornia (PhD V.M. Yumashev, Doctor of Technical Sciences, Prof. V.D. Kazarnovsky, engineer V.S. Skiruta, engineer L.T. Chertkov, Candidate of Technical Sciences I.V. Leitland, Candidate of Technical Sciences E.S. Pshenichnikova, Engineer V.A. Zelmanovich, Engineer M.L. Popov, Engineer Yu.A. Aliver , Candidate of Engineering Sciences G.N. Kiryukhin, Candidate of Engineering Sciences A.M. Sheinin, Candidate of Engineering Sciences S.V. Ekkel, Candidate of Engineering Sciences A.I. Korshunov, Candidate of Engineering Sciences A.A. Matrosov, engineer F.V. Panfilov, candidate of technical sciences L.M. Gokhman, candidate of technical sciences N.Z. Kostova, engineer O.B. Gopin , Candidate of Technical Sciences A.A. Pakhomov, engineer A.M. Shpak).

BUILDING NORMS AND RULES OF THE RUSSIAN FEDERATION

CAR ROADS

AUTOMOBILE ROADS

Introduction date

1. APPLICATION AREA

These rules and regulations apply to buildings under construction, reconstruction and overhaulcar roadscommon use,bypass and ring roads,access roads tobig cities,industrial and agricultural enterprises, airports, sea and river ports, railway stations.

The rules and regulations also apply to various departmental roads, which can be used as public roads or will be transferred to the general network in the future.

These rules and regulations do not apply to temporary motor roads for various purposes (constructed for a service life of less than 5 years), winter roads, roads of logging enterprises and internal roads of industrial enterprises (test, on-site, quarry, etc.) intra-farm roads.

2. REGULATORY REFERENCES

3. TERMS AND DEFINITIONS

The terms used in these rules and regulations are given in Appendix B.

4. GENERAL PROVISIONS

4.1 The construction of roads should be carried out on the basis of plans for the territorial planning of transport facilities, taking into account the prospects for the development of the economy of the regions and the most effective merger of the road under construction with the existing and planned transport network.

4.2. Motor roads must ensure: safe and convenient movement of motor vehicles and other vehicles with speeds, loads and dimensions established by these standards, as well as service maintenance for road users and safe pedestrian traffic, compliance with the principle of visual orientation of drivers; convenient and safe location of junctions and intersections; the necessary arrangement of roads, including protective road structures, as well as to have production facilities for the repair and maintenance of roads.

4.3. Roads are divided into highways, express roads and ordinary roads depending on the conditions of travel and access to them.

The division of roads into categories depending on the estimated traffic intensity is given in Table. 4.1.

Table 4.1

Note: 1. When applying the same requirements for roads of IA, IB, IB categories in the text of the norms, they are assigned to category 1.

4.4 When determining the estimated intensity according to the forecast data, the coefficients for reducing the traffic intensity of various vehicles to a passenger car should be taken according to Table 4.2.

Table 4.2 (2)

For intermediate values ​​of the carrying capacity of vehicles, the reduction factors should be determined by interpolation.

The reduction factors for buses and special vehicles should be taken as for base vehicles of the corresponding load capacity.

The reduction coefficients for trucks and road trains should be increased by 1.2 times for rough and mountainous terrain.

4.5 The estimated traffic intensity should be taken in total in both directions on the basis of economic survey data. At the same time, the average annual daily traffic intensity reduced to a passenger car for the last year of the prospective period should be taken as the calculated one.

In cases where the average monthly daily intensity of the busiest month of the year is more than 2 times higher than the average annual daily intensity established on the basis of economic research or calculations, the latter should be increased by 1.5 times to assign a road category.

4.6 The prospective period for assigning categories of roads, choosing elements of the plan, longitudinal and transverse profiles should be taken equal to 20 years. Access roads to industrial enterprises should be provided for the estimated period corresponding to the year the enterprise or its line reaches its full design capacity, taking into account the volume of traffic during the construction of the enterprise.

The prospective period for the choice of pavement should be taken taking into account the overhaul periods of their service.

The year of completion of the development of the road project (or an independent section of the road) should be taken as the initial year of the estimated prospective period.

4.7 Public roads are intended for the passage of vehicles with dimensions: in length of single cars up to 12 m and road trains up to 20 m, in width up to 2.5 m, in height up to 4 m for roads of categories I-IV and up to 3.8 m for roads of category V.

4.8 The main technical solutions being adopted should create the prerequisites for ensuring the growth of labor productivity, saving basic building materials and fuel and energy resources. They should be substantiated by the development of options with a comparison of technical and economic indicators: the cost of construction, the cost of repair and maintenance of roads, losses associated with environmental impact during construction and operation, the cost of transportation, traffic safety, changes in the production conditions of farms served by roads and adjacent to roads of territories and other factors. For new roads with the inclusion of existing roads or their separate sections, it is necessary to take into account the costs of bringing land occupied by existing roads, but not subsequently used for traffic, to a condition suitable for use in business activities.

4.9 During the construction of roads in difficult engineering and geological conditions, when the stabilization time of the subgrade significantly exceeds the established construction time, it is allowed to provide for a staged arrangement of pavement.

4.10 Highways I- II(ІІІ) categories it is recommended to lay bypassing settlements with the device of entrances to them. In order to ensure the possible reconstruction of roads in the future, the distance from the edge of the subgrade to the building line of settlements should be taken in accordance with their general plans, but not less than 200 m.

In some cases, when the feasibility of laying roads of categories I-III through settlements has been established according to technical and economic calculations, they should be provided in accordance with the requirements of SNiP 2.07.01 and sanitary standards.

4.11 Number of lanes for roads with multi-lane carriageways, environmental protection measures, choice of solutions for road intersections and junctions, pavement structures, furnishings, engineering devices (including fences, cycle paths, lighting and communication facilities), composition of buildings and structures of road and motor transport services in order to reduce one-time costs should be taken into account the staging of their construction as traffic intensity increases. For motor roads of category I in mountainous and rough terrain, it is recommended to provide for separate routing of carriageways in opposite directions, taking into account the gradual increase in the number of traffic lanes and the preservation of large independent forms of landscape and natural monuments.

4.12 When construction motor roads, it is necessary to provide for environmental protection measures that ensure minimal disruption of the existing ecological, geological, hydrogeological and other natural conditions. When developing measures, it is necessary to take into account the careful attitude to valuable agricultural land, recreation areas, cultural and historical sites and locations of medical institutions and sanatoriums. The locations of bridges, design and other solutions should not lead to a sharp change in the regimes of rivers, and the construction of the subgrade - to a sharp change in the regime of groundwater and surface water runoff.

It is necessary to comply with the requirements for ensuring the safety of traffic, buildings and structures of road and motor transport services, taking into account the presence of prohibited (dangerous) zones and areas at facilities for the manufacture and storage of explosives, materials and products based on them. The sizes of prohibited (dangerous) zones and areas are determined according to special regulatory documents approved in the prescribed manner and in agreement with the state supervision bodies, ministries and departments in charge of these facilities.

Should provide for design solutions and measures to reduce the impact of harmful factors traffic impacts (air pollution, noise, vibration) per population and environment in accordance with the requirements of sanitary and epidemiological standards (SanPiN 2.2.1/2.1.1.1200, SanPiN 2.1.6.1032, CH 2.2.4/2.1.8.562, SanPiN 2.1.7.1287).

4.13 Provision of land plots for the placement of roads, buildings and structures of the road and motor transport services, drainage, protective and other structures, lanes for the placement of communications running along the roads is carried out in accordance with regulatory legal acts on preosetting up lands.

Land, beforeoset for the period of construction of roads for near-road pits and reserves, the placement of temporary camps for builders, production bases, access roads and other construction needs, are subject to return to land users after bringing them into a state that complies with the provisions of regulatory documents. The organization of construction work and sanitary and domestic provision of personnel in order to ensure optimal working conditions, reduce the risk of health problems for workers, as well as the population living in the work area, are regulated by SanPiN 2.2.3.1384.

BASIC TECHNICAL STANDARDS

Estimated speeds

5.1 Design travel speeds for parameter definitions plan, longitudinal and transverse profiles, as well as other parameters depending on the speed of movement, should be taken according to Table 5.1

Table 5.1

The design speeds set in Table 5.1 for difficult sections of rough and mountainous terrain may be accepted only with an appropriate feasibility study, taking into account local conditions for each specific section of the projected road.

Estimated speeds on adjacent sections of roads should not differ by more than 20%.

When developing projects for the reconstruction of roads according to the standards of IB, IB and II categories, it is allowed, with an appropriate feasibility study, to keep the elements of the plan, longitudinal and transverse profiles (except for the number of lanes) on certain sections of existing roads, if they correspond to the design speed established for roads III category, and according to the norms of III, IV categories - respectively, one category lower.

For access roads to industrial enterprises according to the norms of IB and II categories, if there are more than 70% of trucks in the traffic or if the road length is less than 5 km, design speeds corresponding to category III should be taken.

Note: 1. If there are capital expensive structures and forests along the road route, as well as in cases where roads cross lands occupied by especially valuable crops and orchards, within the limits of the settlement , with an appropriate feasibility study (according to clause 4.8), it is allowed to take the design speeds specified in Table. 5.1 for difficult rough terrain.

Regulatory and design loads

5.The calculation of pavement for strength is carried out taking into account the standard axial load, the calculated axial load for a particular flow and the calculated specific load.

The normative axial load is taken depending on the solidity of the pavement:

with capital pavement………………..…………………………..115 kN;

with lightweight and transitional types of pavement…..……………….100 kN;

for routes (roads) intended for the route of heavy vehicles engaged in international transportation………… .. .130 kN.

The calculated axial load should be taken not less than the standard axial load.editionSNiP II-89-80* DOCUMENT TEXT ( edition 2) EDITIONOFFICIAL MINISTRY... of population”; 10. SNiP 2.05 .07-91* "Industrial transport" 11. SNiP 2.05 .02 -85* « Automotiveroads" 12. SNiP 32-03 ...

Notes

1 Values ​​for sands are given above the line, values ​​for clayey soils are given below the line.

2 In tables 7.2 and 7.3, the depth of immersion of the lower end of the pile and the average depth of the soil layer when planning the territory by cutting, backfilling, alluvium up to 3 m should be taken from the level of natural relief, and when cutting, backfilling, alluvium from 3 m - from the conditional mark, located respectively 3 m above the cutting level or 3 m below the filling level.

The depth of immersion of the lower end of the pile and the average depth of the soil layer in the reservoir should be taken from the bottom level after the general erosion by the estimated flood, in swamps - from the level of the swamp bottom.

When designing overpasses through excavations up to 6 m deep for piles hammered without flushing or leader wells, the depth of immersion in the soil of the lower end of the pile in Table 7.2 should be taken from the level of natural relief at the foundation construction site. For excavations with a depth of more than 6 m, the pile insertion depth should be taken as for excavations with a depth of 6 m.

3 For intermediate depths of piling and intermediate values ​​of the clay soil yield index, the values ​​and in tables 7.2 and 7.3 are determined by interpolation.

4 For dense sands, the density of which is determined from static sounding data, the values R according to table 7.2 for piles driven without the use of jetting or leader wells, it should be increased by 100% - for coarse and medium-sized sands and by 130% - for fine and silty sands. When determining soil density from data from other types of engineering surveys and the absence of static sounding data for dense sands, the values R according to table 7.2, it should be increased by 60% for coarse and medium-sized sands and by 75% for fine and silty sands, but not more than 20,000 kPa.

5 The values ​​of design resistances according to Table 7.2 are allowed to be used provided that the penetration of piles into non-eroded and non-cut soil is at least, m:

4.0 - for bridges and hydraulic structures;

3.0 - for buildings and other structures.

6 The design resistance values ​​under the lower end of driven piles with a cross section of 0.15x0.15 m or less, used as foundations for internal partitions of one-story industrial buildings, may be increased by 20%.

7 For sandy loams with a plasticity number of 4 and a porosity coefficient of 0.8, the design resistances and should be determined as for silty sands of medium density.

8 In calculations, the index of soil fluidity should be taken in relation to their predicted state during the operation of the designed buildings and structures.

SET OF RULES

PILE FOUNDATIONS

UPDATED VERSION OF SNiP 2.02.03-85

Pile 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-FZ "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 developing and approving sets of rules ".

About the set of rules

1. Performers - "Research, Design and Survey and Design and Technology Institute of Foundations and Underground Structures named after N.M. Gersevanov" - Institute of OAO "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 the Order of the Ministry of Regional Development of the Russian Federation (Ministry of Regional Development of Russia) of December 27, 2010 N 786 and put into effect on May 20, 2011.
5. Registered by the Federal Agency for Technical Regulation and Metrology (Rosstandart). Revision of SP 24.13330.2010.

Information about changes to this set of rules is published in the annually published information index "National Standards", and the text of changes and amendments - in the monthly published information indexes "National Standards". In case of revision (replacement) or cancellation of this set of rules, a corresponding notice 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 requirements for the design of foundations from different types of piles in various engineering and geological conditions and for any type of construction.
Developed by NIIOSP them. N.M. Gersevanova - by the Institute of JSC "Scientific Center "Construction": Doctors of Technical Sciences B.V. Bakholdin, V.P. Petrukhin and Candidate of Technical Sciences I.V. Kolybin - leaders of the topic; Doctors of Technical Sciences: A A. Grigoryan, E. A. Sorochan, L. R. Stavnitser, Candidates of Engineering 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. Chashchikhina, E.A. Parfenov, with the participation of engineer N.P. Pivnik.

1 area of ​​use

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

This SP contains references to the following documents:
Federal Law No. 184-FZ of December 27, 2002 "On Technical Regulation"
Federal Law of December 30, 2009 N 384-FZ "Technical Regulations on the Safety of Buildings and Structures"
SP 14.13330.2011 "SNiP II-7-81*. Construction in seismic areas"
SP 16.13330.2011 "SNiP II-23-81*. Steel structures"
SP 64.13330.2011 "SNiP II-25-80. Wooden structures"
SP 20.13330.2011 "SNiP 2.01.07-85*. Loads and impacts"

ConsultantPlus: note.
The SP 21.13330.2010 referred to in this document was subsequently approved and issued with the number SP 21.13330.2012.

SP 21.13330.2010 "SNiP 2.01.09-91. Buildings and structures on undermined territories and subsidence soils"
SP 22.13330.2011 "SNiP 2.02.01-83*. Foundations of buildings and structures"

ConsultantPlus: note.
The SP 28.13330.2010 referred to in this document was subsequently approved and issued with the number SP 28.13330.2012.

SP 28.13330.2010 "SNiP 2.03.11-85. Corrosion protection of building 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 ships)"
SP 40.13330.2010 "SNiP 2.06.06-85. Concrete and reinforced concrete dams"

ConsultantPlus: note.
The SP 41.13330.2010 referred to in this document was subsequently approved and issued with the number 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

ConsultantPlus: note.
The SP 47.13330.2010 referred to in this document was subsequently approved and issued with the number SP 47.13330.2012.

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

ConsultantPlus: note.
The SP 58.13330.2010 referred to in this document was subsequently approved and issued with the number SP 58.13330.2012.

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

ConsultantPlus: note.
The SP 63.13330.2010 referred to in this document was subsequently approved and issued with the number SP 63.13330.2012.

SP 63.13330.2010 "SNiP 52-01-2003. Concrete and reinforced concrete structures. Basic provisions"
GOST 5686-94. Soils. Piling Field Test Methods
GOST 9463-88. Timber round coniferous species. Specifications
GOST 12248-96. Soils. Methods for laboratory determination of strength and deformability characteristics
GOST R 53231-2008. Concrete. Strength control and assessment rules
GOST 19804-91. Piles reinforced concrete. Specifications
GOST 19804.6-83. Piles hollow round section and piles-shell reinforced concrete composite with non-tensioned reinforcement. Design and dimensions
GOST 19912-2001. Soils. Field test methods for static and dynamic sounding
GOST 20276-99. Soils. Methods for field determination of strength and deformability characteristics
GOST 20522-96. Soils. Methods for statistical processing of test results
GOST 25100-95. Soils. Classification
GOST 26633-91. Heavy and fine-grained concrete
GOST 27751-88. Reliability of building structures and foundations. Basic provisions for the calculation
GOST R 53778-2010. Buildings and constructions. Rules for the inspection and monitoring of technical condition
Note. When using this set of rules, it is advisable to check the effect of reference standards and classifiers in the public information system - on the official website of the national body of the Russian Federation for standardization on the Internet or according to the annually published index "National Standards", which was published as of January 1 of the current year, and according to the corresponding monthly published information signs published in the current year. If the referenced document is replaced (modified), then when using this set of rules, one should be guided by the replaced (modified) document. If the referenced document is canceled without replacement, the provision in which the link to it is given applies to the extent that this link is not affected.

3. Terms and definitions

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

4. General provisions

4.1. Pile foundations 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) loads acting on foundations;
e) the conditions of the existing development and the impact of new construction on it;
f) environmental requirements;
g) technical and economic comparison of possible options for 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. The design should take into account the local conditions of construction, as well as the 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. Work on the design of 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, one should take into account the level of responsibility of the structure in accordance with GOST 27751.
4.6. Pile foundations should be designed based on the results of engineering surveys carried out in accordance with the requirements of SP 47.13330, SP 11-104 and Section 5 of this SP.
The completed engineering surveys should provide not only the study of the engineering and geological conditions of the new construction, but also the receipt of the necessary data to check the impact of pile foundations on existing structures and the environment, as well as to design, if necessary, strengthen the bases and foundations of existing structures.
The design of pile foundations without appropriate sufficient data from engineering and geological surveys is not allowed.
4.7. When using piles for construction near existing structures, it is necessary to assess the impact of dynamic effects on the structures of existing structures, as well as on vibration-sensitive machines, instruments and equipment located in them, and, if necessary, provide for measurements of the parameters of soil vibrations, structures, and underground utilities during experienced piling and piling.
4.8. In projects of pile foundations, it is necessary to provide for in-situ measurements (monitoring). The composition, scope and methods of monitoring are established depending on the level of responsibility of the structure and the complexity of engineering and geological conditions (SP 22.13330).
Full-scale measurements of deformations of bases and foundations should be provided for when using new or insufficiently studied structures of structures or foundations, as well as if the design assignment contains special requirements for carrying out full-scale measurements.
4.9. Pile foundations intended for operation in an aggressive environment should be designed taking into account the requirements of SP 28.13330, and the wooden structures of pile foundations should be designed taking into account the requirements for protecting them from decay, destruction and damage by woodworms.
4.10. When designing and erecting pile foundations made of monolithic and prefabricated concrete or reinforced concrete, one should additionally be guided by SP 63.13330, SP 28.13330 and SNiP 3.04.01, as well as comply with the requirements of regulatory documents for the construction of foundations and foundations, geodetic work, safety, fire safety rules in production construction and installation works and environmental protection.

5. Requirements for engineering-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 on limit states, taking into account the forecast of possible changes ( during construction and operation) engineering-geological, hydro-geological and environmental conditions of the construction site, as well as the type and scope of engineering measures for its development.
5.2. Surveys for pile foundations generally include the following set of works:
well drilling with sampling and description of passable soils;
laboratory studies of the physical and mechanical properties of soils and groundwater;
soil sounding - static and dynamic;
pressuremeter tests of soils;
testing of soils with stamps (static loads);
testing of soils with reference and (or) full-scale piles;
experimental work to study the impact of pile foundations on the environment, including those located nearby 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 method of sounding is static, during which, in addition to 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, it is recommended to supplement the work specified in 5.2 and 5.3 with testing of soils with pressuremeters and stamps (GOST 20276), reference and full-scale piles (GOST 5686) in accordance with the recommendations of Appendix B. In this case, it is necessary to take into account the categories of complexity of soil conditions established depending on soil homogeneity in terms of occurrence conditions and properties (see Appendix B).
During the construction of high-rise buildings with an increased level of responsibility and buildings with a deep underground part, geophysical surveys should be included in the scope of work during surveys to clarify the geological structure of the soil massif between wells, determine the thickness of soft soil layers, the depth of aquicludes, the direction and speed of groundwater movement, and in karst hazardous areas - the depths of rocky and karst rocks, their fracturing and karst formation.
5.5. When using piles of new designs (according to a special task of the design organization), the scope of work should include experimental driving of piles in order to clarify the dimensions and driving mode assigned during the design, as well as full-scale tests of these piles with static loads.
When using combined pile-slab foundations, the scope of work should include soil testing with stamps and full-scale piles.
5.6. When transferring pull-out, horizontal or alternating loads to piles, the need for experimental work should be determined in each specific case with the assignment of the scope of work, taking into account the dominant impact.
5.7. The bearing capacity of piles based on the results of field tests of soils with full-scale and reference piles and static sounding should be determined in accordance with subsection 7.3.
5.8. Soil tests with piles, stamps and pressuremeters are usually carried out in experimental areas selected based on the results of well drilling (and probing) 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 driving piles ground conditions is questionable.
It is advisable to test soils with static loads mainly with screw punches with an area of ​​600 cm2 in wells in order to obtain the deformation modulus and refine the transition coefficients for the site under study in the dependencies recommended by the current regulatory documents to determine the soil deformation modulus according to sounding data and pressuremeter tests.
5.9. The scope of surveys for pile foundations is recommended to be assigned in accordance with Appendix B, depending on the level of responsibility of the construction site and the category of complexity of soil conditions.
When studying the varieties of soils encountered at the construction site within the investigated depth, special attention should be paid to the presence, depth and thickness of weak soils (loose sands, weak clay soils, organo-mineral and organic soils). The presence of these soils affects the determination of the type and length of the piles, the location of the joints of the composite piles, the nature of the pairing of the pile grillage with the piles, and the choice of the type of pile driving equipment. The unfavorable properties of these soils must also be taken into account in the presence of dynamic and seismic effects.
5.10. The placement of engineering-geological workings (wells, sounding points, soil testing sites) should be carried out in such a way that they are located within the contour of the designed building or, under the same soil conditions, no further than 5 m from it, and in cases where piles are used as a building envelope pits - at a distance of no more than 2 m from their axis.
5.11. The depth of engineering-geological workings should be at least 5 m lower than the designed depth of laying the lower ends of the piles with their row arrangement and loads on the pile cluster up to 3 MN and 10 m lower - with pile fields up to 10 x 10 m in size and under loads per bush more than 3 MN. With pile fields larger than 10 x 10 m and the use of slab-pile foundations, the depth of the workings should exceed the expected penetration of the piles by at least the depth of the compressible thickness, but not less than half the width of the pile field or slab, and not less than 15 m.
If there are soil layers with specific properties at the construction site (subsidence, swelling, weak clayey, organomineral and organic soils, loose sands and technogenic soils), the depth of workings is determined taking into account the need for their penetration through the entire thickness of the layer to establish the depth of the underlying solid soils and determine their characteristics.
5.12. During surveys for pile foundations, the physical, strength and deformation characteristics necessary for the calculation of pile foundations for limit states (section 7) should be determined.
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 sands, taking into account the difficulties in taking samples of an undisturbed structure, sounding - static or dynamic - should be provided as the main method for determining their density and strength characteristics for objects of all levels of responsibility.
Probing is the main method for determining the deformation modulus of both sands and clayey soils for objects of III level of responsibility and one of the methods for determining the deformation modulus (in combination with pressuremeter 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 must be performed to examine the foundation foundations and instrumental geodetic observations of the movements of building structures.
In addition, the compliance of new survey materials with archival data (if available) should be established and a conclusion should be drawn up on changes in engineering-geological and hydro-geological conditions caused by the construction and operation of the reconstructed structure.
Notes. 1. Inspection of the technical condition of the structures of the foundations and the building must 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 reconstructed building using radar-type devices.

5.15. An inspection of foundation foundations should be preceded by:
visual assessment of the state of the upper structure of the building, including the fixation of existing cracks, their size and nature, the installation of beacons on cracks;
identification of the operating mode of the building in order to establish factors that adversely affect the foundation;
establishing the presence of underground utilities and drainage systems and their condition;
familiarization with archival materials of engineering and geological surveys carried out at the reconstruction site.
Conducting a geodetic survey of the position of the structures of the reconstructed building and plinths is necessary to assess the possible occurrence of uneven settlements (rolls, deflections, relative displacements).
When examining reconstructed buildings, the state of the surrounding area and nearby buildings should also be taken into account.
5.16. Examination of the bases of the foundations and the state of the foundation structures is carried out by driving pits with the selection of soil monoliths directly from under the base of the foundations and the walls of the pit. Below the depth of the pits, the engineering-geological structure, hydrogeological conditions and soil properties should be investigated by drilling and sounding, while boreholes and sounding points are placed along 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 driving driven, pressed, bored or bored-injection piles, the depth of drilling and probing should be taken according to the instructions in 5.11.
5.18. A technical report on the results of engineering and geological surveys for the design of pile foundations must be drawn up 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) in the engineering-geological and hydrogeological conditions of the site.
If there are full-scale tests of piles with static or dynamic loads, their results should be given. Sounding results should include data on the bearing capacity of piles.
If there is groundwater with aggressive properties at the site, it is necessary to provide recommendations for anti-corrosion protection of piles.
In cases where interlayers or strata of specific soils and hazardous geological processes (karst-suffosion, landslides, etc.) are detected at the construction site, it is necessary to provide data on their distribution and intensity of manifestation.
5.19. During engineering-geological surveys and studies of soil properties for the design and installation of pile foundations, it is also necessary to take into account the additional requirements set forth in sections 9-15 of this SP.

6. Types of piles

6.1. According to the method of deepening into the ground, the following types of piles are distinguished:
a) pre-fabricated driven and pressed (hereinafter - driven) reinforced concrete, wooden and steel, immersed in the ground without drilling it out or in leader wells using hammers, vibratory pile drivers, vibro-pressing, vibro-impact and indenting devices, as well as reinforced concrete pile-shells with a diameter of up to 0.8 m deepened by vibrators without excavation or with partial excavation and not filled with concrete mix (see GOST 19804);
b) reinforced concrete piles-shells, driven by vibrators with excavation of soil from their cavity and partially or completely filled with concrete mix;
c) stuffed concrete and reinforced concrete, arranged in the ground by laying the concrete mixture in wells formed as a result of forced displacement - squeezing out the soil;
d) drilling reinforced concrete, arranged in the ground by filling drilled wells with a concrete mixture or installing reinforced concrete elements in them;
e) screw piles, consisting of a metal helical blade and a tubular metal shaft with a cross-sectional area much smaller than the blade, immersed in the ground by screwing it in combination with indentation.
6.2. According to the conditions of interaction with the soil, piles should be divided into rack piles and hanging piles (friction piles).
Rack piles should include piles of all types, based on rocky soils, and driven piles, in addition, on low-compressibility soils. The forces of soil resistance, with the exception of negative (negative) friction forces, on the side surface of the pile-pillars in the calculations of their bearing capacity on the base soil for the compressive load should not be taken into account.
Hanging piles (friction piles) should include piles of all types, based on compressible soils and transferring the load to the foundation soils with their side surface and lower end.
Note. Low-compressible soils include coarse-grained soils with sandy aggregates of medium density and dense, as well as clays of solid consistency in a water-saturated state with a deformation modulus E >= 50 MPa.

6.3. Driven reinforced concrete piles with a cross section of up to 0.8 m inclusive and shell piles with a diameter of 1 m or more should be subdivided:
a) according to the method of reinforcement - on piles and shell piles with non-stressed longitudinal reinforcement with transverse reinforcement and on prestressed ones with rod or wire longitudinal reinforcement (made of high-strength wire and reinforcing ropes) with and without transverse reinforcement;
b) according to the shape of the cross section - on piles of square, rectangular, T-section and I-section, square with a round cavity, hollow round section;
c) according to the shape of the longitudinal section - into prismatic, cylindrical, with inclined side faces (pyramidal, trapezoidal);
d) by design features - on solid and composite piles (from separate sections);
e) according to the design of the lower end - on piles with a pointed or flat lower end, or volumetric broadening (club-shaped) and on hollow piles with a closed or open lower end or with a camouflage heel.
Note. Driven piles with a camouflage heel are arranged by driving hollow round-section piles with a closed steel hollow tip, followed by filling the pile cavity and the tip with a concrete mixture and device by means of an explosion of the camouflage heel within the tip. In the projects of such piles, instructions should be provided on compliance with the rules for the production of drilling and blasting.

6.4. Stuffed piles according to the device are divided into:
a) stuffed, arranged by immersing (driving, indenting or screwing) inventory pipes, the lower end of which is closed with a shoe (tip) left in the ground or a concrete plug, with the subsequent extraction of these pipes as the wells are filled with concrete mix, including after the widening device from rammed dry concrete mix;
b) rammed vibro-stamped, arranged in punched wells by filling the wells with a rigid concrete mixture, compacted by a vibrating stamp in the form of a pipe with a pointed lower end and a vibrator fixed to it;
c) stuffed in a stamped bed, arranged by punching pyramidal or cone-shaped wells in the ground, followed by filling them with a concrete mixture.
6.5. Drilled piles according to the device are divided into:
a) drilled solid sections with and without widenings, concreted in wells drilled in clay soils above the groundwater level without fixing the walls of the wells, and in any soils below the groundwater level - with fixing the walls of the wells with clay mortar or inventory retrievable casing pipes;
b) bored with the use of continuous hollow auger technology;
c) barrettes - bored piles manufactured by technological equipment such as a flat grab or a soil mill;
d) bored with a camouflage heel, arranged by drilling wells, followed by the formation of a broadening by explosion (including electrochemical) and filling the wells with concrete;
e) borehole 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 with a hollow auger;
f) borehole injection with a diameter of 0.15 - 0.35 m, performed with compaction of the surrounding soil by treating the well using discharge-pulse technology (a series of discharges of high-voltage current pulses - RHS);
g) pillar piles, arranged by drilling wells with or without widening, laying a monolithic cement-sand mortar in them and lowering cylindrical or prismatic solid-section elements with sides or a diameter of 0.8 m or more into the wells;
h) bored piles with a camouflage heel, which differ from bored piles with a camouflage heel (see subparagraph "d") in that after the formation and filling of the camouflage widening, a reinforced concrete pile is lowered into the well.
6.6. The use of piles with retained casing pipes is allowed only in cases where the possibility of using other foundation design solutions is excluded (when installing bored piles in soil layers with a seepage 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, it is allowed to use excess water pressure of at least 0.5 atm for fixing the walls of wells, provided that the place of work is at least 25 m away from existing facilities (this requirement does not apply to the case of installing piles with drilling under the protection of inventory casing pipes).
6.7. Reinforced concrete and concrete piles should be designed from heavy concrete in accordance with GOST 26633.
For non-standardized driven reinforced concrete piles, as well as for driven and drilled piles, it is necessary to provide concrete of a class not lower than B15, for driven reinforced concrete piles with prestressing reinforcement - not lower than B22.5.
6.8. Reinforced concrete grillages of pile foundations should be designed from heavy concrete of a class not lower than: for monolithic - B15, for prefabricated - B20.
For bridge supports, the concrete class of piles and pile grillages should be assigned in accordance with the requirements of SP 35.13330, and for hydraulic structures - SP 40.13330 and SP 41.13330.
6.9. Concrete for embedding reinforced concrete columns in pile caps, as well as pile heads for prefabricated strip grillages, 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 embedding prefabricated elements of pile foundations must be one step higher than the concrete class of the connected prefabricated elements.

6.10. Concrete grades for frost resistance and water resistance of piles and pile grillages should be assigned, guided by GOST 19804.6, SP 63.13330, for bridges and hydraulic structures - respectively SP 35.13330 and SP 40.13330.
6.11. Wooden piles must be made from logs of coniferous species (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.

PILE FOUNDATIONS

Updated edition

SNiP 2.02.03-85

Official edition

Moscow 2011

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 No. 184-FZ "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 Rules ".

About the set of rules

1 PERFORMERS - Research, Design and Survey and Design and Technology Institute of Foundations and Underground Structures. N.M. Gersevanov" - Institute of JSC "Research Center "Construction" (NIIOSP named after N.M. Gersevanov)

2 INTRODUCED by the Technical Committee for Standardization (TK 465) "Construction"

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

4 APPROVED by the order of the Ministry of Regional Development of the Russian Federation

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

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

© Ministry of Regional Development of Russia, 2010

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

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

7.5 Features of designing 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

13 Design features of pile foundations in karst areas……………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………

14 Design features of pile foundations for overhead line supports

SP 24.13330.2011

Introduction

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

Developed by NIIOSP them. N.M. Gersevanova - Institute of JSC "NIC "Construction": Dr. tech. Sciences B.V. Bakholdin, V.P. Petrukhin and Cand. tech. Sciences I.V. Kolybin - theme 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. Yastrebov, engineers L.P. Chashchikhina, E.A. Parfyonov, with the participation of engineer N.P. Pivnik.

SP 24.13330.2011

SET OF RULES

PILE FOUNDATIONS

Pile foundations

Introduction date 2011-05-20

1 area of ​​use

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

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

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

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

SP 64.13330.2011 "SNiP II-25-80 Wooden structures" SP 20.13330.2011 "SNiP 2.01.07-85* Loads and impacts"

SP 21.13330.2010 "SNiP 2.01.09-91 Buildings and structures in undermined areas and subsidence soils"

SP 22.13330.2011 "SNiP 2.02.01-83* Foundations of buildings and structures" SP 28.13330.2010 "SNiP 2.03.11-85 Protection of building structures against

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 ships)"

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

hydraulic structures" SNiP 3.04.01-87 Insulating and finishing coatings

SP 47.13330.2010 “SNiP 11-02-96 Engineering surveys for construction. Basic Provisions»

SNiP 23-01-99* Building climatology SP 58.13330.2010 “SNiP 33-01-2003 Hydraulic structures. Main

provisions"

Official edition

SP 24.13330.2011

SP 63.13330.2010 “SNiP 52-01-2003 Concrete and reinforced concrete structures. Basic Provisions»

GOST 5686-94 Soils. Methods of field testing with piles GOST 9463-88 Softwood round timber. Specifications

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

GOST R 53231-2008 Concrete. Rules for control and evaluation of strength GOST 19804-91 Reinforced concrete piles. Specifications

GOST 19804.6-83 Piles of hollow round section and piles-shells reinforced concrete composite with non-tensioned reinforcement. Design and dimensions

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

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

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

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

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

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 operation of reference standards and classifiers in the public information system - on the official website of the national body of the Russian Federation for standardization on the Internet or according to the annually published index "National Standards" , which is published 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 (modified), then when using this set of rules, one should be guided by the replaced (modified) document. If the referenced document is canceled without replacement, the provision in which the link to it is given applies to the extent that this link is not affected.

3 Terms and definitions

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

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

4 General provisions

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

g) technical and economic comparison of possible options for 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 The design should take into account the local conditions of construction, as well as the 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 Work on the design of 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

v in accordance with GOST 27751.

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

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

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

4.7 When using piles for construction near existing structures, it is necessary to assess the impact of dynamic effects on the structures of existing structures, as well as on vibration-sensitive machines, instruments and equipment located in them, and, if necessary, provide for measurements of the parameters of soil vibrations, structures, and underground utilities during experienced piling and piling.

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

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

4.9 Pile foundations intended for operation 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 decay, destruction and damage by woodworms.

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

SP 24.13330.2011

5 Requirements for geotechnical testing

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 on limit states, taking into account the forecast of possible changes ( during construction and operation) engineering-geological, hydro-geological and environmental conditions of the construction site, as well as the type and scope of engineering measures for its development.

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

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

soil sounding - static and dynamic; pressuremeter tests of soils; testing of soils with stamps (static loads);

testing of soils with reference and (or) full-scale piles; experimental work on the study of the effect of pile foundations on

the environment, including those located nearby 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 method of sounding is static, during which, in addition to 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, it is recommended to supplement the work specified in 5.2 and 5.3 with testing of soils with pressuremeters and stamps (GOST 20276), reference and full-scale piles (GOST 5686) in accordance with the recommendations of Appendix B. In this case, it is necessary to take into account the categories of complexity of soil conditions, established depending on the homogeneity of soils according to the conditions of occurrence and properties (see Appendix B).

During the construction of high-rise buildings with an increased level of responsibility and buildings with a deep underground part, geophysical surveys should be included in the scope of work during surveys to clarify the geological structure of the soil massif between wells, determine the thickness of soft soil layers, the depth of aquicludes, the direction and speed of groundwater movement, and in karst hazardous areas - the depths of rocky and karst rocks, their fracturing and karst formation.

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

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

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

SP 24.13330.2011

in a specific case with the assignment of the scope of work, taking into account the dominant impact.

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

5.8 Soil tests with piles, stamps and pressuremeters are usually carried out in experimental areas selected based on the results of well drilling (and probing) 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 driving piles ground conditions is questionable.

It is advisable to test soils with static loads mainly with screw punches with an area of ​​600 cm2 in wells in order to obtain the deformation modulus and refine the transition coefficients for the site under study in the dependencies recommended by the current regulatory documents to determine the soil deformation modulus according to sounding data and pressuremeter tests.

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

When studying the varieties of soils encountered at the construction site within the investigated depth, special attention should be paid to the presence, depth and thickness of weak soils (loose sands, weak clay soils, organo-mineral and organic soils). The presence of these soils affects the determination of the type and length of the piles, the location of the joints of the composite piles, the nature of the pairing of the pile grillage with the piles, and the choice of the type of pile driving equipment. The unfavorable properties of these soils must also be taken into account in the presence of dynamic and seismic effects.

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

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

5.11 The depth of engineering-geological workings should be at least 5 m lower than the designed depth of laying the lower ends of the piles in their ordinary

location and loads on a pile cluster up to 3 MN and 10 m lower with pile fields up to 10-10 m in size and at loads on a cluster of more than 3 MN. With pile fields larger than 10 10 m and the use of slab-pile foundations, the depth of the workings should exceed the expected penetration of the piles by at least the depth of the compressible thickness, but not less than half the width of the pile field or slab, and not less than 15 m.

If there are soil layers with specific properties at the construction site (subsidence, swelling, weak clayey, organomineral and organic soils, loose sands and technogenic soils), the depth of workings is determined taking into account the need for their penetration through the entire thickness of the layer to establish the depth of the 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 the calculation of pile foundations for limit states (section 7) should be determined.

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

Probing is the main method for determining the deformation modulus of both sands and clayey soils for objects of III level of responsibility and one of the methods for determining the deformation modulus (in combination with pressuremeter 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 with engineering and geological surveys, additional work should be carried out to examine the bases of the foundations

and instrumental geodetic observations of the movements of building structures.

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

N o t e s 1 Inspection of the technical condition of the structures of the foundations and the building should be carried out

at the request of the customer by a specialized organization.

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

5.15 Inspection of foundation foundations should be preceded by: visual assessment of the condition of the upper structure of the building, including fixation

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

negatively acting on the basis; establishing the presence of underground utilities and drainage systems and their condition;

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

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

When examining reconstructed buildings, the state of the surrounding area and nearby buildings should also be taken into account.

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