Sp 14.13330 with the change of pdf. Basements, foundations and basement walls

19.12.2019

CONSTRUCTION IN SEISMIC
AREAS

SNiP II-7-81 *

Moscow 2016

Foreword

Rule Set Information

1 CONTRACTORS - Central Institute of Building Constructions and Structures named after V.A. Kucherenko (TsNIISK named after V.A. Kucherenko) is an institute of OJSC Research Center "Construction".

Change No. 1 to the joint venture 14.13330.2014 - Institute of Research Center "Construction" JSC, Federal State Budgetary Institution Earth Physics Institute named after O.Yu. Schmidt of the Russian Academy of Sciences (IPP RAS)

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

3 PREPARED for approval by the Department of Urban Planning and Architecture of the Ministry of Construction and Housing and Communal Services of the Russian Federation (Ministry of Construction of Russia). Amendment No. 1 to SP 14.13330.2014 was prepared for approval by the Department of Urban Planning and Architecture of the Ministry of Construction and Housing and Communal Services of the Russian Federation

4 APPROVED by order of the Ministry of Construction and Housing and Communal Services of the Russian Federation dated February 18, 2014 No. 60 / pr and entered into force on June 1, 2014. In joint venture 14.13330.2014 “SNiP II-7-81 * Construction in seismic areas” Amendment No. 1 was introduced and approved by order of the Ministry of Construction and Housing and Communal Services of the Russian Federation dated November 23, 2015 No. 844 / pr and entered into force on December 1, 2015.

5 REGISTERED by the Federal Agency for Technical Regulation and Metrology (Rosstandart)

In case of revision (replacement) or cancellation of this set of rules, the corresponding notification will be published in the prescribed manner. Relevant information, notification and texts are also posted in the public information system - on the official website of the developer (Ministry of Construction of Russia) on the Internet.

Items, tables, and appendices that are amended are marked with an asterisk in this set of rules.

Introduction

This set of rules is made taking into account the requirements of federal laws of December 27, 2002 No. 184-ФЗ “On technical regulation”, dated December 29, 2009 No. 384-ФЗ “Technical regulation on the safety of buildings and structures”, dated November 23, 2009 No. 261-ФЗ “On energy conservation and on improving energy efficiency and on amendments to certain legislative acts of the Russian Federation”.

The work was carried out by the Center for Earthquake Resistance Research, TsNIISK im. V.A. Kucherenko - Institute of Research Center "Construction" (head of work - Dr. Tech. Sciences, prof. Ya.M. Eisenberg; responsible executive - cand. tech. sciences, associate professor IN AND. Smirnov).

Amendment No. 1 to this set of rules was developed by JSC "Research Center" Construction "TsNIISK them. V.A. Kucherenko (Head of work - Doctor of Technical Sciences IN AND. Smirnov, performer - A.A. Bubis), FGBUN Institute of Physics of the Earth. O.Yu. Schmidt of the Russian Academy of Sciences (IPZ RAS) (the head of work is deputy director, doctor of geological and mineral sciences, prof. E.A. Rogozhin).

Responsible artists - Dr. Phys.-Math. sciences, prof. F.F. AptikaevDr. Phys.-Math. sciences, prof. IN AND. UlomovCand. Phys.-Math. of sciences A.I. LutikovCand. geol.-miner. of sciences A.N. Ovsyuchenko, A.I. Sysolin (O. Yu. Schmidt Institute of Earth Physics RAS (Moscow)); Dr. Geol. sciences, prof. V.S. ImaevDr. Geol. of sciences A.V. ChipizubovCand. geol.-miner. of sciences L.P. ImaevaCand. geol.-miner. of sciences O.P. Smekalin, G.Yu. Dontsova (Institute of the Earth's crust SB RAS (Irkutsk)); B.M. Kozmin (Institute of the Geology of Diamond and Noble Metals SB RAS (Yakutsk)); Dr. Geol. of sciences N.N. Mushroom (Technical Institute (branch) of NEFU (Neryungri city)); Dr. Phys.-Math. of sciences A.A. Gusev (Institute of Volcanology and Seismology FEB RAS (Petropavlovsk-Kamchatsky)); Dr. Geol. of sciences G.S. Gusev (FSUE Institute of Mineralogy, Geochemistry and Crystal Chemistry of Rare Elements (Moscow)); Institute of Tectonics and Geophysics FEB RAS (Khabarovsk); Dr. Phys.-Math. of sciences B.G. PustovitenkoCand. geol.-miner. of sciences Yu.M. Wolfman (Crimean Federal University named after V.I. Vernadsky, Institute of Seismology and Geodynamics (Simferopol)); Geophysical Survey RAS (Obninsk).

SET OF RULES

CONSTRUCTION IN SEISMIC AREAS

Seismic building design code

Date of introduction - 2014-06-01

1 area of \u200b\u200buse

This set of rules establishes the requirements for calculation taking into account seismic loads, for space-planning decisions and the design of elements and their connections, buildings and structures, ensuring their seismic resistance.

This set of rules applies to the design of buildings and structures erected on sites with a seismicity of 7, 8 and 9 points.

As a rule, it is not allowed to erect buildings and structures at sites whose seismicity exceeds 9 points. Design and construction of a building or structure at such sites are carried out in the manner prescribed by the authorized federal executive body.

Note - Sections, and relate to the design of residential, public, industrial buildings and structures, the section applies to transport facilities, a section to hydraulic structures, a section to all facilities, the design of which should include fire protection measures.

2 Normative references

In this set of rules, normative references to the following documents are used:

4 Key points

apply materials, structures and structural schemes to reduce seismic loads, including seismic isolation systems, dynamic damping and other effective systems for controlling seismic response;

make, as a rule, symmetrical structural and space-planning decisions with a uniform distribution of loads on the floors, masses and stiffnesses of structures in plan and height;

place joints of elements outside the zone of maximum effort, ensure solidity, uniformity and continuity of structures;

provide conditions that facilitate the development of structural deformations in structural elements and their joints, ensuring the stability of the structure.

When designating zones of plastic deformations and local fractures, design decisions should be made that reduce the risk of progressive destruction of the structure or its parts and ensure the “survivability” of structures during seismic impacts.

Structural solutions that allow the collapse of the structure in the event of the destruction or unacceptable deformation of one bearing element should not be applied.

Notes

1 For structures consisting of more than one dynamically independent block, the classification and related features relate to one separate dynamically independent block. By “separate dynamically independent unit” is meant “building”.

2 When fulfilling the design and structural requirements of this joint venture, calculations for the progressive collapse of buildings and structures are not required.

4.2 Design of buildings with a height of more than 75 m should be carried out with the support of a competent organization.

Map A is intended for the design of objects with a normal and reduced level of responsibility. The customer has the right to accept card B or C for the design of objects of a normal level of responsibility, with appropriate justification.

The decision to choose a card B or C, to assess the seismicity of the area when designing an object with an increased level of responsibility, is made by the customer on the proposal of the general designer.

4.4 The estimated seismicity of the construction site should be established based on the results of seismic microzoning (SMR), performed as part of engineering surveys, taking into account seismotectonic, soil and hydrogeological conditions.

The seismicity of the construction site of facilities using map A, in the absence of construction and assembly data, can be preliminarily determined according to the table.

4.5 Construction sites, within which tectonic disturbances are observed, covered by a cover of loose sediments with a thickness of less than 10 m, areas with slope steepness of more than 15 °, with landslides, landslides, screes, karst, mudflows, areas composed of soils of categories III and IV are unfavorable in seismically.

If it is necessary to build buildings and structures at such sites, additional measures should be taken to strengthen their foundations, strengthen structures and protect the territory from dangerous geological processes.

4.6 The type of foundation, its design features and the depth of laying, as well as changes in the characteristics of the soil as a result of fixing it on the local site cannot be the basis for changing the category of the construction site for seismic properties.

When performing special engineering measures to strengthen the soil of the foundations in the local area, the soil category for seismic properties should be determined by the results of construction and installation works.

4.7 Seismic isolation systems should be provided using one or more types of seismic isolating and (or) damping devices, depending on the design and purpose of the structure (residential and public buildings, architectural and historical monuments, industrial structures, etc.), type of construction - new construction , reconstruction, strengthening, as well as from the seismological and soil conditions of the site.

Buildings and structures using seismic isolation systems should be erected, as a rule, on soils of categories I and II for seismic properties. If it is necessary to build on sites piled with category III soils, special justification is necessary.

The design of buildings and structures with seismic isolation systems is recommended to be carried out with the support of a competent organization.

4.8 In order to obtain reliable information on the operation of structures and the vibrations of soils adjacent to buildings and structures during intense earthquakes in projects of buildings and structures of an increased level of responsibility, listed in position 1 of the table, it is necessary to establish monitoring stations for the dynamic behavior of structures and adjacent soils.

Approved By order of the Ministry of Construction and Housing and Communal Services of the Russian Federation of February 18, 2014 N 60 / pr

Code of Practice SP-14.13330.2014

"SNiP II-7-81 *. CONSTRUCTION IN SEISMIC AREAS"

With changes:

Seismic building design code

Revision of updated SNiP II-7-81 *

"Construction in seismic areas" (SP 14.13330.2011)

Introduction

This set of rules is made taking into account the requirements of federal laws of December 27, 2002 N 184-ФЗ "On technical regulation", dated December 29, 2009 N 384-ФЗ "Technical regulation on the safety of buildings and structures", dated November 23, 2009 . N 261-FZ "On energy conservation and on improving energy efficiency and on amendments to certain legislative acts of the Russian Federation."

The work was carried out by the Center for Earthquake Resistance Research, TsNIISK im. V.A. Kucherenko - Institute of Scientific Research Center "Building" OJSC (the head of the work is Doctor of Technical Sciences, Prof. Ya.M. Aizenberg; the executive officer is Candidate of Technical Sciences, Associate Professor V.I. Smirnov).

1 area of \u200b\u200buse

This set of rules applies to the design of buildings and structures erected on sites with a seismicity of 7, 8 and 9 points.

Note - Sections 4, 5 and 6 relate to the design of residential, public, industrial buildings and structures, Section 7 applies to transport facilities, Section 8 to hydraulic structures, Section 9 to all facilities, the design of which should include fire protection measures.

2 Normative references

3 Terms and definitions

4 Key points

4.1 When designing buildings and structures, it is necessary:

apply materials, structures and structural schemes to reduce seismic loads, including seismic isolation systems, dynamic damping and other effective systems for controlling seismic response;

make, as a rule, symmetrical structural and space-planning decisions with a uniform distribution of loads on the floors, masses and rigidity of structures in plan and height;

place joints of elements outside the zone of maximum effort, ensure solidity, uniformity and continuity of structures;

provide conditions that facilitate the development of structural deformations in structural elements and their joints, ensuring the stability of the structure.

When assigning zones of plastic deformations and local fractures, constructive decisions should be made that reduce the risk of progressive destruction of the structure or its parts and ensure the "survivability" of structures under seismic effects.

Structural solutions that allow the collapse of the structure in the event of the destruction or unacceptable deformation of one bearing element should not be applied.

Notes

2 When fulfilling the design and structural requirements of this joint venture, calculations for the progressive collapse of buildings and structures are not required.

4.2 Design of buildings with a height of more than 75 m should be carried out with the support of a competent organization.

4.3 The intensity of seismic effects in points (background seismicity) for the construction area should be taken on the basis of a set of maps of general seismic zoning of the territory of the Russian Federation (OSR-2015), approved by the Russian Academy of Sciences. The specified set of cards provides for the implementation of antiseismic measures during the construction of facilities and reflects 10% - map A, 5% - map B, 1% - map C of the probability of possible excess (or 90%, 95% and 99% probability of not exceeding) for 50 years of seismic intensity values \u200b\u200bindicated on the maps. The indicated probability values \u200b\u200bcorrespond to the following average time intervals between earthquakes of calculated intensity: 500 years (map A), 1000 years (map B), 5000 years (map C). A list of settlements of the Russian Federation located in seismic regions, indicating the calculated seismic intensity in MSK-64 points for average soil conditions and three degrees of seismic hazard - A (10%), B (5%), C (1%) in 50 years are given in Appendix A.

The seismicity of the construction site of facilities using map A, in the absence of construction and survey data, can be preliminarily determined according to table 1.

Table 1

	Soil description	Additional characteristic seismic properties of pounds		Estimated seismicity of the site with the background seismicity of the area, points
		Seismic rigidity (g / cm 3 · m / s)	Shear wave velocity V s, m / s
			The ratio of the velocities of longitudinal and transverse waves,
	Rocky soils (including permafrost and permafrost thawed) are unweathered and weakly weathered; coarse clastic soils are dense, low-moisture from igneous rocks, containing up to 30% of sand-clay aggregate; weathered and highly weathered rocky and dispersed hard-frozen (permafrost) soils at a temperature of minus 2 ° С and lower during construction and operation according to principle I (preservation of foundation soils in frozen state)
	Rocky soils are weathered and highly weathered, including permafrost, except for those classified as category I; coarse-grained soils, with the exception of those assigned to category I, sands are gravelly, large and medium-sized, dense and medium-density, slightly moist and moist; sands are small and dusty, dense and of medium density, slightly moist; clay soils with a consistency index I L ≤0.5 with a porosity coefficient e<0, 9 для глин и суглинков и е<0, 7 - для супесей; permafrost non-rocky soils, plastic-frozen or loose-frozen, and also hard-frozen at temperatures above minus 2 ° С during construction and operation according to principle I
			(non-saturated)
			(water saturated)
	Sands are friable regardless of the degree of moisture and size; sands are gravelly, large and medium-sized, dense and medium density water-saturated; fine and dusty sands of dense and medium density moist and water saturated; clay pounds with a consistency index of I L\u003e 0, 5; clay soils with a consistency index with I L ≤0.5 with a porosity coefficient e≥0.9 for clay and loam and e≥0.7 for sandy loam; permanently frozen dispersed soils during construction and operation according to principle II (thawing of the soil of the base is allowed)

	The most dynamically unstable varieties of sandy clay soils indicated in category III, prone to liquefaction under seismic impacts

* Soils are more likely to liquefy and lose bearing capacity in earthquakes with an intensity of more than 6 points.
Notes 1 The values \u200b\u200bof the velocities V p and V s, as well as the values \u200b\u200bof seismic stiffness of the soil, are weighted average values \u200b\u200bfor a 30-meter stratum, counting from the planning mark. 2 In the case of a multilayer structure of the soil stratum, the ground conditions of the site are classified as a more unfavorable category, if within the upper 30-meter stratum (counting from the planning mark) the layers belonging to this category have a total thickness of more than 10 m. 3 In the absence of data on consistency, humidity, seismic rigidity, velocities V p and V s, clay and sandy soils at a groundwater level above 5 m are classified as seismic properties III or IV. 4 When predicting a rise in groundwater level and watering of soils (including subsidence), the category of soils should be determined depending on the properties of the soil in a soaked state. 5 When building on permafrost soils in accordance with principle II, foundation soils should be considered according to their actual state after thawing. 6 When determining the seismicity of construction sites for transport and hydraulic structures, additional requirements set forth in sections 7 and 8 should be taken into account.

The design of buildings and structures with seismic isolation systems is recommended to be carried out with the support of a competent organization.

4.8 In order to obtain reliable information on the operation of structures and ground vibrations adjacent to buildings and structures during intense earthquakes in projects of buildings and structures of an increased level of responsibility, listed in position 1 of table 3, it is necessary to establish monitoring stations for the dynamic behavior of structures and adjacent soils.

5 Design loads

5.1 The calculation of structures and foundations of buildings and structures designed for construction in seismic areas should be performed on the main and special combinations of loads, taking into account the estimated seismic load.

When calculating buildings and structures for a special combination of loads, the values \u200b\u200bof the calculated loads should be multiplied by the combination coefficients taken according to table 2. The loads corresponding to the seismic effect should be considered as alternating loads.

Table 2 - Combination load factors

Horizontal mass loads on flexible suspensions, temperature climatic effects, wind loads, dynamic effects from equipment and vehicles, braking and lateral forces from crane movements are not taken into account.

When determining the estimated vertical seismic load, the weight of the crane bridge, the mass of the trolley, as well as the mass of cargo equal to the carrying capacity of the crane with a coefficient of 0, 3 should be taken into account.

The estimated horizontal seismic load from the mass of the bridge cranes should be taken into account in the direction perpendicular to the axis of the crane beams. The reduction in crane loads required by SP 20.13330 is not taken into account.

5.2 When performing calculations of structures taking into account seismic effects, two design situations should be applied:

a) seismic loads correspond to the PP level (design earthquake). The purpose of calculations for the impact of PP is to prevent partial or complete loss of operational properties of the structure. Design models of structures should be taken appropriate to the elastic region of deformation. Calculations of buildings and structures for special combinations of loads should be performed on the loads determined in accordance with 5.5, 5.9, 5.11. When performing the calculation in the frequency domain, the total (forces, moments, stresses, displacements) inertial loads corresponding to the seismic action can be calculated by the formula (8);

b) seismic loads correspond to the level of MRZ (maximum estimated earthquake). The purpose of the calculations on the impact of the MPZ is to prevent the global collapse of the structure or its parts, which poses a threat to the safety of people. The formation of design models of structures should be carried out taking into account the possibility of the development of inelastic deformations and local brittle fractures in load-bearing and non-load-bearing structural elements.

5.2.1 The calculations in 5.2, a) should be performed for all buildings and structures.

The calculations in 5.2, b) should be applied to buildings and structures listed in positions 1 and 2 of table 3.

When performing calculations at the levels of PZ and MRZ, one map of the seismicity of the construction area is adopted in accordance with 4.3.

5.3 Seismic effects can have any direction in space.

For buildings and structures with a simple structural-planning solution, it is allowed to take calculated seismic effects acting horizontally in the direction of their longitudinal and transverse axes. Seismic effects in these directions can be considered separately.

When calculating structures with a complex structural and planning solution, the most dangerous, from the point of view of maximum values \u200b\u200bof the seismic reaction of the structure or its parts, directions of seismic effects should be taken into account.

Note - The structural and planning solution of buildings and structures is considered simple if all of the following conditions are met:

a) the first and second forms of natural vibrations of the structure are not torsional with respect to the vertical axis;

b) the maximum and average values \u200b\u200bof the horizontal displacements of each overlap according to any of the translational forms of the building's own vibrations differ by no more than 10%;

c) the values \u200b\u200bof the periods of all the considered forms of natural vibrations should differ from each other by no less than 10%;

d) comply with the requirements of 4.1;

e) comply with the requirements of table 7;

e) in the ceilings there are no large openings weakening the disks of the ceilings.

5.4 The vertical seismic load must be taken into account together with the horizontal when calculating:

horizontal and inclined cantilever structures;

bridge spans;

frames, arches, trusses, spatial coatings of buildings and structures with a span of 24 m or more;

structures for stability against capsizing or against slipping;

stone structures (according to 6.14.4).

5.5 When determining the design seismic loads on buildings and structures, design dynamic structural models (RDM) should be adopted, consistent with design static structural models and taking into account the distribution of loads, masses and stiffnesses of buildings and structures in plan and height, as well as the spatial nature of structural deformation with seismic effects.

The masses (weight) of loads and structural elements in the RDM are allowed to be concentrated in the nodes of the design schemes. When calculating the mass, it is necessary to consider only the loads that create inertial forces.

For buildings and structures with a simple structural and planning solution for the design situation of the PP, the design seismic loads can be determined using the console design dynamic model (Figure 1). For such buildings and structures, in the design situation of the MCI, it is necessary to apply spatial design dynamic models of structures and take into account the spatial nature of seismic effects.

Estimated seismic loads on buildings and structures having a complex structural-planning solution should be determined using spatial calculated dynamic models of buildings and taking into account the spatial nature of seismic effects. It is allowed to apply the theory of limit equilibrium or other scientifically substantiated methods for calculations in the situation of MPE.

The calculated seismic load (power or moment) in the direction of the generalized coordinate with number j applied to the nodal point k of the RDM and corresponding to the i-th form of natural vibrations of buildings or structures is determined by the formula

, (1)

where K 0 - coefficient taking into account the purpose of the structure and its responsibility, taken according to table 3;

K 1 - coefficient taking into account allowable damage to buildings and structures, taken according to table 4;

The value of the seismic load for the i-th form of natural vibrations of a building or structure, determined under the assumption of elastic deformation of structures by the formula

, (2)

where is the mass of the building or the moment of inertia of the corresponding mass of the building, referred to point k by the generalized coordinate j, determined taking into account the design loads on the structure in accordance with 5.1;

A is the value of acceleration at the base level, taken equal to 1, 0; 20; 4,0 m / s 2 for the calculated seismicity of 7, 8, 9 points, respectively;

β i - dynamic coefficient corresponding to the i-th form of natural vibrations of buildings or structures, adopted in accordance with 5.6;

K Ψ - coefficient adopted according to table 5;

A coefficient depending on the deformation form of a building or structure with its own vibrations in the i-th form, on the nodal point of application of the calculated load and the direction of seismic impact, determined by 5.7, 5.8.

Notes

1 With a site seismicity of 8 points or more, increased only due to the presence of soils of categories III and IV, a factor of 0, 7 is introduced to the value of S ik, taking into account nonlinear deformation of soils under seismic influences in the absence of CMR data.

2 The generalized coordinate can be a linear coordinate, and then it corresponds to a linear mass, or angular, and then it corresponds to the moment of inertia of the mass. For spatial RDM for each node, 6 generalized coordinates are usually considered: three linear and three angular. Moreover, as a rule, it is believed that the masses corresponding to linear generalized coordinates are the same, and the moments of inertia of the mass relative to angular generalized coordinates can be different.

3 When calculating the power seismic load (j \u003d 1, 2, 3), the following dimensions were adopted: [N], [kg]; the coefficients in formula (2) are dimensionless.

4 When calculating the moment seismic load (j \u003d 4, 5, 6), the following dimensions were adopted: [N · m], [kg · m 2],; the remaining coefficients in formula (2) are dimensionless.

5 ; ; , where,, are the moments of inertia of the masses in the node k relative to the 1st, 2nd, and 3rd axes, respectively.

Table 3 & Coefficients K 0 determined by the purpose of the structure

Purpose of a structure or building	The value of the coefficient K 0
Purpose of a structure or building	when calculating on PZ not less	when calculating on MP3
1 Objects listed in subparagraphs 1), 2), 3), 4), 5), 6), 9), 10.1), 11) of paragraph 1 of Article 48.1 of the Code; structures with spans of more than 100 m; life support facilities of cities and settlements; hydro and heat power facilities with a capacity of more than 1000 MW; monumental buildings and other structures; government buildings of increased responsibility; residential, public and administrative buildings with a height of more than 200 m
2 Buildings and structures: objects listed in subparagraphs 7), 8) of paragraph 1 and in subparagraphs 3), 4) of paragraph 2 of Article 48.1 of the Code; the functioning of which is necessary in the event of an earthquake and the elimination of its consequences (government communications buildings; Ministry of Emergency Situations and police services; energy and water supply systems; fire fighting facilities, gas supply facilities; facilities containing a large amount of toxic or explosive substances that could be dangerous to the public; medical facilities, having equipment for emergency use); buildings of major museums; state archives; administrative authorities; storage buildings of national and cultural values; spectacular objects; large healthcare institutions and trade enterprises with a mass presence of people; structures with a span of more than 60 m; residential, public and administrative buildings with a height of more than 75 m; masts and towers of communication and broadcasting facilities with a height of more than 100 m, not included in subparagraph 3) of paragraph 1 of the code; pipes with a height of more than 100 m; tunnels, pipelines on roads of the highest category or with a length of more than 500 m, bridge structures with spans of 200 m or more, hydro and heat power facilities with a capacity of more than 150 MW; buildings: pre-school educational institutions, general educational institutions, medical institutions with a hospital, medical centers, for people with limited mobility, residential buildings of boarding schools; other buildings and structures, the destruction of which can lead to serious economic, social and environmental consequences
3 Other buildings and structures not specified in 1 and 2
4 Buildings and structures of temporary (seasonal) purpose, as well as buildings and structures of auxiliary use related to the construction or reconstruction of a building or structure or located on land plots submitted for individual housing construction
Notes 1 The customer, on the proposal of the general designer, assigns the structures to the list of table 3 for their intended purpose. 2 Identification of buildings and structures by belonging to hazardous production facilities in accordance with the law.

5.6. The values \u200b\u200bof the dynamic coefficient β i depending on the estimated period of natural vibrations T i of the building or structure in the i-th form when determining seismic loads should be taken according to formulas (3) and (4) or according to Figure 2.

T i ≤0, 1 c β i \u003d 1 + 15T i;

0, 1 c

T i ≥0, 4 c β i \u003d 2, 5 (0, 4 / T i) 0, 5.

T i ≤0, 1 c β i \u003d 1 + 15T i;

0, 1 c

T i ≥0.8 c β i \u003d 2, 5 (0, 8 / T i) 0, 5.

In all cases, the values \u200b\u200bof β i must be taken at least 0, 8.

Note - If there is representative information (earthquake records, a detailed description of the WHO hazardous areas, etc.), it is allowed to apply reasonable values \u200b\u200bof the dynamic coefficient β i.

5.7 For buildings and structures calculated by spatial RDM, the value with a uniform translational seismic effect should be determined by the formula

, (5)

where are the displacements in the i-th form at the nodal point k of the RDM in the direction of the generalized coordinate with number j (for j \u003d 1; 2; 3 displacements are linear, for j \u003d 4; 5; 6 are angular);

Inertial characteristics at the nodal point p, equal for j \u003d 1; 2; 3 the mass of the building or structure attached to the nodal point p in the direction of the j axis, and for j \u003d 4; 5; 6 equal to the moments of inertia of the mass relative to the angular generalized coordinates (inertial characteristics are determined taking into account the design loads on the structure according to 5.1);

r l - cosines of the angles between the direction of the seismic impact and the axis with the number l. If the generalized displacements along axes 1 and 2 correspond to the horizontal plane, and the displacement along axis 3 is vertical, then these coefficients are equal to: r 1 \u003d cosα cosβ; r 2 \u003d sinα cosβ; r 3 \u003d sinβ, where α is the angle between the direction of the seismic impact and the generalized coordinate l \u003d 1, β is the angle between the direction of the seismic effect and the horizontal plane.

Table 4 - K 1 coefficients, taking into account the allowable damage to buildings and structures

Type of building or structure	Values \u200b\u200bof K 1
1 Buildings and structures in the construction of which damage or inelastic deformation is not allowed
2 Buildings and structures in the construction of which residual deformation and damage that impede normal operation may be allowed, while ensuring the safety of people and the safety of equipment, constructed:
from wooden structures
with steel frame without vertical diaphragms or ties

with walls of reinforced concrete large-panel or monolithic structures
from reinforced concrete three-block and panel-block constructions
with reinforced concrete frame without vertical diaphragms or connections
the same with masonry or masonry filling
same with apertures or links
brick or masonry
3 Buildings and structures in the construction of which significant residual deformations, cracks, damage to individual elements, their displacements, temporarily stopping normal operation in the presence of measures ensuring the safety of people (objects of reduced level of responsibility) can be allowed
Notes 1 The assignment of buildings and structures to the 1st type is carried out by the customer on the proposal of the general designer. 2 When calculating the deformation of structures under seismic effects in the frequency domain, the coefficient K 1 should be taken equal to 1, 0.

5.8 For buildings and structures calculated according to the cantilever diagram, the value η ik under translational horizontal (vertical) seismic action without taking into account the moments of mass inertia should be determined by the formula

, (6)

where X i (x k) and X i (x j) are the displacements of the building or structure with its own vibrations in the i-th form at the considered point k and at all points j, where in accordance with the calculation scheme its mass is assumed concentrated;

m j is the mass of the building or structure, referred to the nodal point j, determined taking into account the design loads on the structure in accordance with 5.1.

For buildings with a height of up to five floors, inclusive, with masses and stiffnesses of floors varying slightly at T 1 less than 0, 4 s, the coefficient η k, when using the cantilever scheme for translational horizontal (vertical) seismic action without taking into account the moments of inertia of the mass, it is allowed to determine by the simplified the formula

, (7)

where x k and x j are the distances from points k and j to the upper edge of the foundations.

Table 5 - Coefficient taking into account the ability of buildings and structures to dissipate energy

5.9 Efforts in the structures of buildings and structures designed for construction in seismic areas, as well as in their elements, should be determined taking into account the higher forms of their own vibrations. It is recommended to designate the minimum number of modes of natural vibrations taken into account in such a way that the sum of the effective modal masses taken into account in the calculation is at least 90% of the total mass of the system, excited in the direction of the seismic action for horizontal impacts and at least 75% for vertical exposure. All forms of natural vibrations whose effective modal mass exceeds 5% must be taken into account. In this case, for complex systems with an uneven distribution of stiffnesses and masses, it is necessary to take into account the remainder term from the discarded forms of vibration.

For buildings and structures of a simple structural form when applying the cantilever RDM, the forces in the structures can be determined taking into account at least three forms of natural vibrations, if the period of the first (lower) form of natural vibrations is T 1 more than 0, 4 s, and taking into account only the first form, if the value of T 1 is equal to or less than 0.4 s.

5.10. In RDM, the dynamic interaction of the structure with the base should be taken into account. With a site seismicity of not more than 9 points, the dynamic loads transferred by the structure to the base should be assumed proportional to the movements of the structure itself. The proportionality coefficients (elastic stiffness coefficients of the base) should be determined on the basis of the elastic parameters of the soils calculated from the data on the velocities of elastic waves in the soil or on the basis of the correlation of these parameters with the physicomechanical properties of soils.

Note - When taking into account the interaction of the structure and the base, both a decrease and an increase in seismic loads are possible.

5.11 The calculated values \u200b\u200bof transverse and longitudinal forces, bending and torques, normal and shear stresses N p in structures from seismic loading under the condition of its static action on the structure, as well as the calculated values \u200b\u200bof displacements should be determined by the formula

, (8)

where N i are the values \u200b\u200bof the force (moment, voltage, displacement) caused by seismic loads corresponding to the ith waveform;

n is the number of vibrational forms taken into account in the calculation. The signs in the formula (8) for the calculated factors should be assigned by the signs of the values \u200b\u200bof the corresponding factors for the forms with maximum modal masses.

If the periods of the i-th and (i + 1) -th forms of natural vibrations of a structure differ by less than 10%, then the calculated values \u200b\u200bof the corresponding factors must be calculated taking into account their mutual correlation. For this, it is allowed to apply the formula

, (9)

where ρ i \u003d 2 if T i +1 / T i ≥0, 9 and ρ i \u003d 0 if T i +1 / T i<0, 9(T i >T i +1).

5.12 The vertical seismic load in the cases provided for in 5.4 (except for stone structures) should be determined by formulas (1) and (2), while the coefficient K Ψ is taken to be unity, and the value of the vertical seismic load is multiplied by 0, 75.

Cantilever structures, the mass of which is insignificant compared with the mass of the building (balconies, peaks, consoles for curtain walls, etc. and their fastening), should be counted on the vertical seismic load with the value βη \u003d 5 \u003d 5.

5.13 Structures towering above a building or structure and having insignificant cross-sections and mass (parapets, gables, etc.) as well as fastening monuments, heavy equipment installed on the ground floor should be calculated taking into account the horizontal seismic load, calculated by formulas (1) and (2) with βη \u003d 5.

5.14 Walls, panels, partitions, connections between separate structures, as well as fastenings of technological equipment should be calculated for horizontal seismic load according to formulas (1) and (2) with values \u200b\u200bβη \u003d 5 corresponding to the considered elevation of the structure, but not less than 2. When calculating horizontal butt joints in large-panel buildings, friction forces, as a rule, are not taken into account.

5.15 When calculating structures for strength and stability, in addition to the coefficients of working conditions adopted in accordance with other current regulatory documents, an additional coefficient of working conditions m tr, determined by table 6, should be introduced.

5.16 When calculating buildings and structures with a length or width of more than 30 m using a cantilever RDM, in addition to the seismic load determined by 5.5, it is necessary to take into account the torque relative to the vertical axis of the building or structure passing through its center of stiffness. The value of the calculated eccentricity between the centers of stiffness and mass of buildings or structures in the considered level should be taken as not less than 0, 1 V, where B is the size of the building or structure in the plan in the direction perpendicular to the force S ik.

Table 6 - the coefficient of working conditions

Structural Characterization	M ir value
When calculating the strength
1 Steel, wooden, reinforced concrete with rigid reinforcement
2 Reinforced concrete with bar and wire reinforcement, except for checking the strength of inclined sections
3 Reinforced concrete when checking the strength of inclined sections
4 Stone, armored and concrete when calculating:
eccentric compression
shear and tension
5 Welded joints
6 Bolt and rivet connections
When calculating stability
7 Steel elements with flexibility over 100
8 Steel elements with flexibility up to 20
9 Steel elements with flexibility from 20 to 100	1, 2 to 1, 0 by interpolation
Note - When calculating steel and reinforced concrete structures to be used in unheated rooms or in the open air at a design temperature below minus 40 ° C, m ir \u003d 0, 9 should be taken in case of checking the strength of inclined sections m ir \u003d 0, 8.

5.17 When calculating retaining walls, it is necessary to take into account the seismic pressure of the soil, the value of which can be determined using quasistatic calculation schemes, taking the soil acceleration equal to the product K 0 K 1 A. It is allowed to take K 1 \u003d 0, 5 in the absence of other data.

5.18. Calculation of buildings and structures taking into account seismic effects, as a rule, is performed according to the limiting states of the first group. In cases justified by technological requirements, it is allowed to carry out the calculation for the second group of limit states.

5.19 The need to take into account seismic effects in the design of buildings and structures of a reduced level of responsibility, the destruction of which is not associated with loss of life, damage to valuable equipment and does not cause the cessation of continuous production processes (warehouses, crane racks, small workshops, etc.), as well as temporary buildings and facilities installed by the customer.

5.20. Calculation of buildings with seismic isolating systems must be performed on seismic loads corresponding to the levels of PZ and MRZ, as well as on operational suitability.

Calculation of the seismic isolation system for seismic loads corresponding to the level of the PZ should be performed according to 5.2, a). Damage to structural elements of seismic isolation is not allowed.

Calculation of the seismic isolation system for seismic loads that correspond to the level of MPE should be performed in accordance with 5.2, b) and 5.2.2. When performing the calculation on the MP3, a check on the movements is necessary. It is necessary to apply real accelerograms characteristic of the construction area, and if they are absent, generate artificial accelerograms taking into account the ground conditions of the construction site.

Calculation of the seismic isolation system for serviceability should be performed on the effects of vertical static and wind loads.

Each element of the insulation system must be designed so that the maximum and minimum static vertical loads are perceived with maximum horizontal movements.

6 Residential, public, industrial buildings and structures

6.1 General

6.1.1. The requirements of clause 6 shall be met independently of the calculation results in accordance with clause 5.

The requirements of Section 6 should be applied depending on the calculated seismicity expressed in integer points of the MSK-64 seismic intensity scale. If, as a result of geological surveys during seismic microzoning, fractional values \u200b\u200bof seismic intensity are obtained, the calculated values \u200b\u200bof seismic intensity should be taken by mathematical rounding to the nearest whole value.

6.1.2 Buildings and structures should be separated by anti-seismic seams in cases where:

a building or structure has a complex shape in plan;

adjacent sections of a building or structure have differences of height of 5 m or more, as well as significant differences from each other in terms of stiffness and (or) weight.

It is allowed to install anti-seismic seams between the high part and 1-2-storey attached parts of buildings by hinging the support of the extension to the console of the high part. The depth of support should be not less than the sum of mutual movements plus the minimum depth of support with the obligatory emergency communications device.

For cases when the device of a sedimentary seam is not required, it is allowed not to arrange anti-seismic seams between the building and the stylobate when calculating the justification for the compatibility of their work and the implementation of the relevant design measures.

It is not allowed to install anti-seismic seams inside the premises, which are designed for permanent residence or long-term stay of people with limited mobility.

In one-story buildings up to 10 m high with a design seismicity of 7 points, anti-seismic seams are allowed not to be arranged.

6.1.3 Anti-seismic seams shall separate buildings or structures along the entire height. It is allowed not to make a seam in the foundation, with the exception of cases when the anti-seismic seam coincides with the sedimentary.

6.1.4 Distances between anti-seismic seams should not exceed for buildings and structures: from steel frames - according to requirements for non-seismic areas, but not more than 150 m; from wooden structures and from small cellular blocks - 40 m with a design seismicity of 7-8 points and 30 m - with a design seismicity of 9 points. For the buildings of other design solutions shown in Table 7, 80 m with a design seismicity of 7-8 points and 60 m with a design seismicity of 9 points.

6.1.5. The height of the buildings shall not exceed the dimensions indicated in table 7.

For various structural and planning decisions of different floors of a building, the smaller of the parameters given in table 7 should be used for the corresponding load-bearing structures.

Table 7 - the maximum height of the building, depending on the design solution

Basic structure	Maximum height, m \u200b\u200b(number of storeys) with seismicity of the site in points
Basic structure
1 Steel frame	According to requirements for non-seismic areas
2 Reinforced concrete frame:
frame-bonded, bezrigelny bonded (with reinforced concrete diaphragms, stiffness cores or steel bonds)
bezrigelny without diaphragms and kernels of rigidity
frame with filling from a piece of masonry, perceiving horizontal loads, including frame-stone construction
frame without filling and with filling separated from the frame
3 Monolithic reinforced concrete walls
4 Large-panel reinforced concrete walls
5 Volumetric-block and panel-block reinforced concrete walls
6 Walls of large concrete or vibro-brick blocks
7 Walls of complex construction made of ceramic bricks and stones, concrete blocks, natural stones of regular shape and small blocks, reinforced with monolithic reinforced concrete inclusions:


8 Walls made of ceramic bricks and stones, concrete blocks, natural stones of regular shape and small blocks, except as specified in 7:


9 Walls from small cellular and light concrete blocks
10 Wooden log walls, paving, panel
Notes 1 The difference between the marks of the lowest level of the blind area or the surface of the land adjacent to the building and the bottom of the upper floor or cover are taken as the maximum height of the building. The basement floor is included in the number of floors if the top of its overlap is not less than 2 m above the average planning level of the land. 2 In cases where the underground part of the building is structurally separated from the backfill or from the structures of adjacent sections of the underground building, the underground floors are included in the number of storeys and the maximum height of the building. 3 The upper floor with a coating mass of less than 50% of the average mass of the floors of a building is not included in the number of storeys and the maximum height. 4 The height of the buildings of general education institutions (schools, gymnasiums, etc.) and health care facilities (medical institutions with a hospital, nursing homes, etc.) with seismicity of the site over 6 points should be limited to three elevated floors. If, according to functional requirements, there is a need to increase the number of floors of the designed building in excess of the specified, special seismic protection systems (seismic isolation, damping, etc.) should be used to reduce seismic loads.

6.1.6 Antiseismic seams should be made by erecting paired walls or frames, or frames and walls.

The width of the anti-seismic seam should be assigned according to the calculation results in accordance with 5.5, while the width of the seam must be at least the sum of the amplitudes of the vibrations of the adjacent compartments of the building.

With a building or structure height of up to 5 m, the width of such a seam should be at least 30 mm. The width of the anti-seismic seam of a building or structure of a greater height should be increased by 20 mm for every 5 m of height.

6.1.7 Structures adjoining compartments of a building or structure in the area of \u200b\u200banti-seismic seams, including along the facades and in the places of transitions between compartments, shall not impede their mutual horizontal movements.

6.1.8 The design of the transition between the compartments of the building can be made in the form of two consoles of mating blocks with a design joint between the ends of the consoles or transitions, reliably connected to the elements of one of the adjacent compartments. The design of their bearing on the elements of another compartment should ensure mutual calculated displacement of the elements, exclude the possibility of their collapse and collision during seismic impact.

Crossing the anti-seismic seam should not be the only way to evacuate from buildings or structures.

6.2 Foundations, foundations and basement walls

6.2.1 Design of building foundations should be performed in accordance with the requirements of regulatory documents on the foundations and foundations of buildings and structures (SP 22.13330, SP 24.13330).

6.2.2 Foundations of buildings and structures or their compartments, erected on non-rocky soils, as a rule, should be arranged at the same level.

In the case of laying adjacent compartments of buildings at different elevations, the transition from a more in-depth part to a less-deep part is made by ledges; while the foundations of the adjoining parts of the compartments should have the same depth for at least 1 m from the seam, and the individual columnar foundations for the columns separated by a sedimentary seam should be at the same level. The indentations of the soles of the foundations are performed with a height of up to 0.6 m and laying up to 1: 2 (height to length) for cohesive and up to 1: 3 for incoherent soils in the places of transitions from deeply laid foundations to foundations with a lower laying depth.

When arranging a basement under a part of a building (compartment), one should strive for its symmetrical arrangement relative to the main axes.

6.2.3 The foundations of tall buildings (more than 16 floors) on non-rocky soils should, as a rule, be carried out by pile, pile-slab or in the form of a solid foundation slab with a basement deepening relative to the blind area not less than 2.5 m.

Vertical reinforcement of walls and frame elements, in which stretching is allowed for a special combination of loads, must be reliably anchored in the foundation.

6.2.4 When building seismic areas on top of precast tape foundations from concrete blocks, a layer of cement mortar of grade 100 or fine-grained concrete of class B10 with a thickness of at least 40 mm and longitudinal reinforcement with a diameter of 10 mm in the amount of three, four and six rods with an estimated seismicity should be laid 7, 8 and 9 points respectively. Every 300-400 mm, the longitudinal rods must be connected by transverse rods with a diameter of at least 6 mm.

If the basement walls are made of prefabricated panels structurally connected with strip foundations, the laying of the specified layer of mortar is not required.

6.2.5 In the foundations and walls of basements from large blocks, masonry dressing should be provided in each row, as well as in all corners and intersections to a depth of at least 1/2 of the block height; foundation blocks should be laid in the form of a continuous tape.

To fill the joints between the blocks, a cement mortar of a grade of at least 50 should be used.

6.2.6 In buildings with a calculated seismicity of 9 points, laying of horizontal reinforcing meshes of 2 m length with longitudinal reinforcement with a total cross-sectional area of \u200b\u200bat least 1 cm 2 should be provided in horizontal seams at the corners and intersections of the basement walls.

In buildings up to three floors inclusive and in structures of the appropriate height with a calculated seismicity of 7 and 8 points, it is allowed to use blocks with a voidness of up to 50% for masonry walls.

6.2.7 Waterproofing in buildings and structures should be designed from the condition of inadmissibility of mutual horizontal displacements of the foundations and the foundation of the soil.

6.3 Overlappings and coatings

6.3.1 Overlappings and (or) coatings should be performed as horizontal hard disks located at the same level within the same compartment, reliably connected to the vertical structures of the building and ensuring their joint operation during seismic impacts.

If it is necessary to arrange floors and (or) coatings at different levels within the same floor and building compartment, spatial RDM should be taken into account in the calculations. Floor mass should be applied to each appropriate level of overlap.

6.3.2 The rigidity of precast concrete floors and coatings should be provided:

the device of welded joints between plates, frame elements or walls;

device bolted connections (using overhead parts);

the connection of plates by means of the device of monolithic keys with a reinforcing bracket connecting loop reinforcement outlets from floor slabs;

the device of monolithic reinforced concrete harnesses (anti-seismic belts) with anchoring in them the releases of reinforcement from plates;

monolithic seams between the elements of the ceilings with fine-grained concrete.

6.3.3 The design and number of joints of the floor elements should be designed to withstand the tensile and shear forces arising in the joints between the plates, as well as in the frame elements or walls.

The side faces of the panels (slabs) of floors and coatings should have a keyed or corrugated surface. To connect with the anti-seismic belt or to communicate with the frame elements in the panels (plates), it is necessary to provide releases of reinforcement or embedded parts.

6.3.4. The length of the area of \u200b\u200bbearing of prefabricated floor slabs and coatings on supporting structures shall be taken not less than, mm:

	on brick and stone walls;
	for walls of vibrated brick blocks; on reinforced concrete and concrete walls, on steel and reinforced concrete beams (crossbars):
	when resting on two sides;
	when resting on three and four sides;
	on the walls of large-panel buildings when supported on two opposite sides.

6.3.5. The length of support of wooden, metal and reinforced concrete beams on walls made of piece materials and concrete shall be not less than 200 mm. The supporting parts of the beams must be securely fixed in the supporting structures of the building.

Overlappings in the form of girders (beams with inserts between them) must be reinforced with a layer of monolithic reinforced concrete of a class not lower than B15 with a thickness of at least 40 mm.

6.3.6 In buildings up to 2 floors inclusive for sites with a seismicity of 7 points and in single-story buildings for sites with a seismicity of 8 points with a distance between walls of not more than 6 m in both directions, the installation of wooden floors (coatings) is allowed. Beams of floors (coatings) should be structurally connected with an anti-seismic belt and arrange a continuous boardwalk diagonal flooring on them.

6.4 Stairs

6.4.1 Stairwells are usually closed with natural light through windows in the outer walls on each floor. The location and number of staircases - in accordance with regulatory documents on fire safety standards for the design of buildings and structures, but not less than one between anti-seismic seams in buildings with a height of more than three floors.

The device stairwells in the form of separate buildings is not allowed.

6.4.2 Stairwells and elevator shafts of frame buildings with filling that is not involved in the work should be arranged in the form of stiffness cores, perceiving seismic load, or in the form of built-in structures with floor cuts that do not affect the rigidity of the frame, and for buildings up to five high floors with a design seismicity of 7 and 8 points, it is allowed to arrange them within the building plan in the form of structures separated from the building frame.

Prefabricated staircases and their mounts to load-bearing elements of buildings, as a rule, should not impede mutual horizontal displacements of adjacent floors. In this case, flights of stairs must be firmly fixed at one end, and the design of the support of the other end should provide free movement of the march relative to the support, preventing its collapse.

It is allowed to use staircase constructions associated with ceilings at both ends, while the bearing capacity of the staircases and their mounts should be designed to absorb the loads arising from the mutual displacement of the ceilings.

6.4.3 Stairs should be made of monolithic reinforced concrete, of large precast reinforced concrete elements, interconnected by welding. It is allowed to arrange stairs using metal or reinforced concrete kosour with stacked steps, provided welding, or bolted, of kosour with platforms and steps with braids and wooden stairs in wooden buildings.

6.4.4 Interstorey landings should be closed into walls. In stone buildings, sites should be embedded to a depth of at least 250 mm and anchored. Staircases located at the level of interfloor ceilings must reliably communicate with anti-seismic belts or directly with ceilings.

Cantilever steps embedded in masonry are not allowed.

6.4.5 Structures of stairwells and attachment points should provide conditions for the safe use of staircases during evacuation in emergency situations.

6.5 Partitions

6.5.1 Partitions should be carried out non-bearing. Partitions should be connected with columns bearing walls, and with a length of more than 3, 0 m - and with ceilings. It is allowed to carry out partitions from masonry in accordance with the requirements of 6.5.5 and 6.14.

6.5.2 The design of the fastening of the partitions to the load-bearing elements of the building and the nodes of their adjacency should exclude the possibility of transferring to them horizontal loads acting in their plane. Fasteners that ensure the stability of the partitions from the plane must be rigid.

The strength of the partitions and their fastenings should be in accordance with 5.5 confirmed by the calculation of the action of the calculated seismic loads from the plane.

6.5.3 To ensure independent deformation of the partitions, antiseismic seams should be provided between the vertical end and upper horizontal faces of the partitions and the supporting structures of the building. The width of the seams is taken at the maximum value of the skew of the floors of the building under the action of the calculated loads, taking into account the deflection of the overlap in the operational stage, but not less than 20 mm. Seams are filled with elastic elastic material.

6.5.4. The fastening of partitions to load-bearing reinforced concrete structures shall be carried out with connecting elements welded to embedded products or overhead elements, as well as anchor bolts or rods.

The fastening of partitions to the supporting elements by shooting with dowels is not allowed.

6.5.5 Partitions made of brick or stone, when used on sites with a seismicity of 7 points, should be reinforced for the entire length not less than 700 mm in height with reinforcing bars with a total cross-section of at least 0.2 cm 2 in the seam.

Brick (stone) masonry of partitions on sites with a seismicity of 8 and 9 points, in addition to horizontal reinforcement, should be reinforced with vertical double-sided reinforcing grids installed in cement mortar layers of at least grade M100 with a thickness of 25-30 mm. Reinforcing mesh should have a reliable connection with the masonry.

6.5.6 Doorways in brick (stone) partitions on sites with a seismicity of 8 and 9 points must have a reinforced concrete or metal frame.

6.6 Balconies, loggias and bay windows

6.6.1 In areas with a seismicity of up to 8 points inclusive, the device of bay windows with the reinforcement of reinforced concrete frames formed in the walls of the openings and the installation of metal ties between the bay windows and the main walls is allowed.

6.6.2 The device of built-in loggias is allowed with the installation of a rigid lattice or frame fence in the plane of the outer walls. The device of attached loggias is allowed with the installation of metal ties with load-bearing walls, the cross-section of which is determined by calculation, but not less than 1 cm 2 per 1 m.

6.6.3 The structures of balconies and their connections with ceilings shall be designed as cantilever beams or slabs.

6.6.4. Removal of the walls of loggias and bay windows embedded in stone walls shall not exceed 1, 5 m. Removal of slabs of balconies, loggias, bay windows embedded in stone walls that are not a continuation of ceilings shall not exceed 1,5 m.

6.6.5 The constructions of the ceilings of loggias and bay windows should be connected with embedded parts of wall elements or with antiseismic belts arranged in the walls of loggias and bay windows and connected with antiseismic belts of adjoining walls or directly with internal ceilings.

6.7 Design features of reinforced concrete structures

6.7.1 Design of elements of reinforced concrete structures should be performed in accordance with the requirements of SP 63.13330 and taking into account additional requirements of this set of rules.

6.7.2 When calculating the strength of normal sections of bent and eccentrically compressed elements, the values \u200b\u200bof the boundary relative height of the concrete compressed zone ξ R should be taken according to the current regulatory documents for concrete and reinforced concrete structures with a coefficient equal to the calculated seismicity: 7 points - 0, 85; 8 points - 0, 70; 9 points - 0, 50.

Note - When calculating the strength of normal sections based on a nonlinear deformation model, the characteristic ξ R is not used.

6.7.3 As non-stressed working reinforcement, it is preferable to use welded reinforcement of class A500. It is allowed to use fittings of classes A600, B500 and class A400 of grade 25G2S.

6.7.4 In the supporting elements of reinforced concrete structures, it is not allowed to use individual rods joined by arc welding, welded meshes and frames, as well as anchor rods of embedded parts made of reinforcing steel of class A400 grade 35GS.

6.7.5 As prestressing reinforcement, it is preferable to use rod hot-rolled or thermomechanically hardened reinforcement of classes A800 and A1000, stabilized reinforcing wire of classes Bp1400, B1500 and B1600 and seven-wire stabilized reinforcing ropes of classes K1500 and K1600.

6.7.6. It is not allowed to use reinforcing bars having both elongated and without prestressing reinforcement having full elongation at a maximum voltage δ max of less than 2.5%, as well as reinforcing wire of class B500.

6.7.7 When using reinforcing steel of class B500C on sites with a seismicity of 8-9 points, the elongation at the maximum stress δ max (A gt) should be at least 5, 0% or the relative uniform elongation δ p at least 4, 5%, and the ratio σ in / σ 0, 2 ≥1, 08.

6.7.8 With a seismicity of 9 points it is not allowed to use reinforcing ropes and bar reinforcement of a periodic profile with a diameter of more than 28 mm without special anchors.

6.7.9 In eccentrically compressed elements, as well as in bending elements, in which longitudinal compressed reinforcement is taken into account, with seismicity of 8 and 9 points, the step of the clamps should be established by calculation, but no more than:

400 mm, as well as 12d for knitted frames and 15d for welded frames - at R sc ≤450 MPa;

300 mm, as well as 10d for knitted frames and 12d for welded frames - at R sc\u003e 450 MPa; where d is the smallest diameter of the compressed longitudinal rods, mm

6.7.10 If the total saturation of the eccentrically compressed element with longitudinal reinforcement exceeds 3%, the clamps should be installed at a distance of not more than 8d and not more than 250 mm.

6.7.11 In knitted frames, the ends of the clamps must be bent around the longitudinal reinforcement bar in the direction of the center of gravity of the section and run them inside the concrete core by at least 6d of the clamp, counting from the axis of the longitudinal bar.

6.7.12 In bending and eccentrically compressed structural elements, it is allowed to join the working reinforcement with the diameter of the rods up to 20 mm - in 7- and 8-point zones with an overlap without welding, and in zones of 9 points with an overlap without welding, but with “legs” or other anchor devices at the ends of the rods.

The lap length should be 30% more than the values \u200b\u200brequired by the current regulatory documents for concrete and reinforced concrete structures (SP 63.13330), taking into account the additional requirements of this set of rules.

It is allowed to use special mechanical joints for crimped fittings (crimped or threaded couplings).

When the diameter of the rods is 20 mm or more, the connection of the rods and frames must be performed using special mechanical connections (crimped and threaded couplings) or welding, regardless of the seismicity of the site.

The step of the clamps at the lap joints without welding the reinforcement of eccentrically compressed elements should be no more than 8d.

Joining reinforcement with lap welded joints, as a rule, is not allowed. When joining reinforcement in non-critical structures, in addition to elements of the supporting skeleton of buildings, it is possible to use welded joints of reinforcement overlap. In this case, the value of the length of the welds should be 30% more than the values \u200b\u200brequired by GOST 14098 for a welded joint of type C23-Re.

In bent and eccentrically compressed elements, the joints of the reinforcement overlap with and without welding should be located outside the zones of maximum bending moments.

Joining of fittings in monolithic diaphragms can be welded or knitted with an overlap.

In one section, no more than 50% of the stretched reinforcement should be joined.

6.7.13 The bearing capacity of prestressed structures, determined by the strength of the sections, must exceed at least 25% of the force perceived by the sections during cracking.

6.7.14 In prestressed structures with reinforcement tension on concrete, prestressing reinforcement, determined on the basis of strength (the ultimate state of the first group), should be located in closed channels, monolithic with concrete or mortar, with a strength not lower than the strength of the concrete structure.

As prestressing reinforcement, additionally installed based on the limit states of the second group, it is allowed to use reinforcing ropes located in closed tubes without adhesion to concrete.

6.8 Reinforced concrete frame buildings

6.8.1 In frame buildings, a structure that accepts horizontal seismic load may include: a frame; frame with filling; frame with vertical ties, diaphragms or stiffeners. As supporting structures of buildings with a height of more than 9 floors, frames with diaphragms, ties or stiffeners should be used.

The dimensions of the protrusions in the building (if any) in the plan should not exceed the step of the columns.

When choosing structural schemes, preference should be given to schemes in which plastic zones arise primarily in horizontal elements of the frame (crossbars, lintels, strapping beams, etc.).

6.8.2 In the columns of frame frames of multi-storey buildings with an estimated seismicity of 8 and 9 points, the step of the clamps (except for the requirements set forth in 6.7.9, 6.7.10) should not exceed 1 / 2h, and for frame-communication frames, not more than h, where h is the smallest side size of columns of rectangular or two-T-sections. The diameter of the clamps in this case should be at least 8 mm.

6.8.3 In knitted frames, the ends of the clamps must be bent around the rod of longitudinal reinforcement and run inside the concrete core by at least 6d of the clamp, counting from the axis of the longitudinal rod. In corner rods, the angle of the establishment should be 30 ° -60 °.

6.8.4 Elements of prefabricated columns of multi-story frame buildings should be enlarged to several floors if possible. Joints of prefabricated columns must be located in the area with the least bending moments. Joining of longitudinal reinforcement in prefabricated elements of columns with lap without welding is not allowed. The longitudinal reinforcement of prefabricated elements of columns up to 10.7 m long should consist of whole rods of measured length.

6.8.5 Join longitudinal reinforcement in accordance with the requirements of 6.7.12. When joining the reinforcement by welding, it is necessary to use joints made by mechanized or manual arc welding on a steel bracket-overlay. For reinforcing bars with a diameter of up to 22 mm, inclusive, arc welding with longitudinal seams with pair overlays is allowed.

6.8.6 On the supporting sections of the floor slabs, the number of installed transverse reinforcement normal to the plane of the slab is determined by bursting, and if not calculated by design, then constructively. In both cases, the bars of the transverse reinforcement closest to the contour of the load transfer area are located at a distance of no closer than 1 / 3h 0 and no further than 1 / 2h 0 from this circuit. The width of the zone of placement of the calculated or / structural transverse reinforcement in both axial directions must be at least 2h 0, counting from the contour of the load transfer site.

The design and structural transverse reinforcement of the slab should consist of rods of a periodic profile with a diameter of at least 8 mm, which should be connected to the longitudinal working reinforcement by means of resistance welding or end bends (hooks). The pitch of the bars of the transverse reinforcement is according to the design standards of reinforced concrete structures.

6.8.7 For reinforced concrete columns of multistory frame buildings with reinforcement of classes A400 and A500, the total percentage of reinforcement with working longitudinal reinforcement in any section shall not exceed 6%, and reinforcement A600 - 4%.

Higher saturation of the columns with longitudinal reinforcement is allowed provided that the supporting sections of the columns are reinforced by constructive indirect reinforcement with welded meshes with cells of no more than 100 mm in size at least four, spaced 60-100 mm in length (counting at least 10d from the end of the element, where d is the largest diameter of the rods of longitudinal reinforcement). Grids from fittings of classes A400, A500, B500 must be at least 8 mm in diameter.

6.8.8 Rigid units of reinforced concrete frames of buildings should be reinforced by the use of welded wire mesh, spirals or closed clamps.

The zone of intersection of crossbars and columns, as well as sections of crossbars and columns adjacent to the rigid nodes of the frames at a distance equal to one and a half height of their section (but not more than 1/4 of the height of the floor or span of the crossbar), must be reinforced with closed transverse reinforcement (clamps) installed by calculation, but not less than 100 mm, and for frame systems with supporting diaphragms - not less than 200 mm.

6.8.9 In buildings with diaphragms and stiffness cores, at least 50% of floor stiffness on each floor is provided by walls, diaphragms, connections, stiffness cores and not more than 50% by columns.

The diaphragms, couplings and stiffening cores that absorb horizontal loads should be continuous along the entire height of the building and should be uniformly and symmetrically in both directions relative to the center of gravity of the building. At least two diaphragms located in different planes should be installed in each direction. It is allowed in the upper floors of the building to reduce the number and length of the diaphragms while maintaining the symmetry of their location within the floor. The change in shear (bending) stiffness of the diaphragms of adjacent floors should not exceed 20%, and the length of each stiffness diaphragm should be at least the height of the floor. In frame reinforced concrete buildings, the use of frame diaphragms and metal ties is allowed.

6.8.10 When designing buildings with significantly lower rigidity of the lower floors (buildings with a "flexible" lower floor) with a design seismicity of the construction site of 8 and 9 points, the columns of the "flexible" floor should, as a rule, be made of steel or with rigid reinforcement.

6.8.11 The maximum distances between the axes of the columns in each direction with bezel-less plates and bezel-less plates with capitals should be taken 7, 2 m - with a seismicity of 7 points, 6, 0 m - with a seismicity of 8, 9 points. The thickness of the ceilings (with and without capitals) of the frameless frame should be taken at least 1/30 of the distance between the axes of the columns and at least 180 mm, the class of concrete - not lower than B20.

On the outer contour of the vertical load-bearing structures of buildings, floors should be based on crossbars at the level of each floor. It is allowed to install on cantilever overhangs of ceilings and building envelopes that protrude partially or along the perimeter of the building beyond the main frame. The design of the nodes of the interface of walls and floors must meet the requirements of 6.8.15.

6.8.12 When calculating the strength of the normal section of a plate of bezrigelny non-drip frames on the effect of bending moment, the calculated width of the compressed zone of concrete should be taken no more than three times the width of the columns. At this design width in each axial direction, at least 50% of the area of \u200b\u200bthe entire longitudinal working reinforcement of the slab per column step in the direction perpendicular to the direction of the reinforcement should be placed. 10% of the area of \u200b\u200bthe entire working reinforcement placed on the specified design plate width must be passed through the body of the column.

It is recommended that at least 30% of the entire longitudinal reinforcement of the slab be installed in the form of groups of frames, flat vertical or spatial rectangular or triangular section. Such frames in both axial directions should be concentrated as part of reinforced reinforcement strips above the columns, where at least two flat frames or two upper rods of the spatial frame should be passed through the column body, as well as as part of reinforcement passing through the middle sections of the spans. The continuity of these frames within the overall dimensions of the overlap should be ensured by butt welded joints of the longitudinal rods of the frames. These butt joints should be located in the zones of minimum bending moments in the corresponding axial directions and have a strength not lower than the standard resistance of the joined rods.

6.8.13 Lightweight hinged panels should be used as enclosing wall structures of frame buildings. A brick or stone filling device is allowed that meets the requirements of 6.14.4, 6.14.5.

6.8.14 The use of self-supporting masonry walls is allowed:

at a step of wall columns of the frame no more than 6 m;

with the height of the walls of buildings erected on sites with a seismicity of 7, 8 and 9 points, not more than 12, 9 and 6 m, respectively.

6.8.15 In order to ensure separate operation of non-load-bearing and load-bearing structures during seismic impacts, the design of the interface nodes of stone walls and columns, diaphragms and ceilings (crossbars) should exclude the possibility of transferring loads acting on them in their plane. The strength of the wall elements and their attachment points to the frame elements must comply with 5.5 and be confirmed by the calculation of the action of the calculated seismic loads from the plane.

The laying of self-supporting walls in frame buildings should have flexible connections with the frame, not interfering with the horizontal displacements of the frame along the walls.

Between the surfaces of the walls and columns of the frame, a clearance of at least 20 mm should be provided. At the intersection of the end and transverse walls with the longitudinal walls, anti-seismic seams should be arranged over the entire height of the walls.

Along the entire length of the walls at the level of the slabs and the top of the window openings, anti-seismic belts should be arranged, connected to the frame of the building.

6.8.16 In the design of frame buildings, in addition to bending and shear deformations in the uprights of the frame, axial deformations must be taken into account, as well as a calculation of stability against tipping.

6.8.17 Walls made from masonry floor cutting and their attachment points can be designed as a filling involved in the work of the frame, or as a filling separated from the frame. The filling involved in the operation of the frame is calculated and constructed as a load-bearing wall.

6.8.18 Constructions of junctions of elements of curtain walls, separated from the frame, to the supporting structures of the building should exclude the possibility of transferring loads acting on them in their plane. The strength of the wall elements of this design and their attachment points to the frame elements must be confirmed by the calculation of the action of seismic loads from the plane. In junctions of adjoining sections of curtain walls of various directions, vertical anti-seismic seams with a thickness of at least 20 mm filled with elastic material shall be provided.

6.8.19 It is recommended to design reinforced concrete frames of one-story buildings in the transverse direction, as a rule, according to the structural scheme in the form of struts pinched in the foundations and with articulation with the crossbars. For areas with a seismicity of 7 points spans, roof and roof structures are accepted as for non-seismic areas. For areas with a seismicity of 8 and 9 points, spans are taken at 24, 0 m and 12 m, respectively. The step of the rafter structures is taken for 8 points - 6, 0 m and 12 m, for 9 points - 6, 0 m; truss structures are not used.

6.9 Features of the design of buildings with steel frame

6.9.1 Steel columns of multi-story frame-type frameworks should be designed with a closed (box or round) section, equally stable with respect to the main axes of inertia, and columns of frame-coupled frameworks of I-beam, cross or closed sections.

Steel frame crossbars should be designed from rolled or welded I-beams, including with corrugated wall.

6.9.2 Joints of columns should, as a rule, be attributed to the nodes and arrange in the zone of action of the least bending moments.

In the columns of frame frames at the level of the crossbars, transverse stiffeners must be installed. The zones of development of plastic deformations in the elements of steel structures should be moved beyond the boundaries of welded and bolted joints.

6.9.4 Support sections of the crossbars of steel frames of multi-storey buildings should be developed by increasing the width of the shelves or the device of the footing in order to reduce stresses in the welded joints in the area of \u200b\u200bthe crossbars adjoining the columns. Joints of crossbars with columns are allowed to be performed on high-strength bolts without increasing the support cross-sections of the crossbars.

6.9.5 For elements operating in the elastic-plastic stage, low-carbon and low alloy steels with a relative elongation of at least 20% should be used.

6.10 Large-panel buildings

6.10.1 Large-panel buildings should be designed with longitudinal and transverse walls, interconnected by ceilings and coatings in a single spatial system that accepts seismic loads.

When designing large-panel buildings, it is necessary:

provide for wall and ceiling panels, usually the size of a room;

to make vertical and horizontal butt joints of the panels of longitudinal and transverse walls between themselves and with the panels of overlappings (coatings) by welding reinforcing outlets, embedded parts or on bolts and monolithing vertical and horizontal joints with fine-grained concrete of a class not lower than B15 and not lower than the class of concrete panels. All monolithic end mating faces of wall panels and ceilings (coatings) should be performed with corrugated or serrated surfaces. The depth (height) of the keys and teeth is at least 4 cm;

when the ceilings are supported on the exterior walls of the building and the walls at the anti-seismic joints, cover the vertical reinforcement of the wall panels with welded joints welded to the outlets of the reinforcement of the floor slabs.

With appropriate justification, it is allowed to make vertical butt joints of walls on embedded parts, without arranging monolithic vertical wells and corrugated surfaces of the faces of wall panels.

6.10.2 Reinforcement of wall panels should be performed bilaterally, in the form of spatial frames or reinforcing meshes. The area of \u200b\u200bvertical and horizontal reinforcement installed at each plane of the panel should be at least 0.05% of the area of \u200b\u200bthe corresponding wall section.

The thickness of the inner supporting layer of multilayer panels should be determined by the calculation results and taken at least 100 mm.

The embedded parts used to connect the panels to each other must be welded to the working fixture.

6.10.3 At the intersection of the walls, vertical reinforcement should be placed, continuous to the entire height of the building. Vertical fittings should also be installed along the edges of the door and window openings and with a regular location of the openings floor-by-floor dock. The cross-sectional area of \u200b\u200bthe reinforcement installed at the joints and along the edges of the openings should be determined by calculation, but taken at least 2 cm 2.

At the points of intersection of the walls, it is allowed to place no more than 60% of the calculated amount of vertical reinforcement in the outer panels with the rest of the reinforcement in the inner wall panels at a distance of no more than 1 m from the intersection of the walls (with the exception of structural reinforcement).

6.10.4 Butt joint solutions should provide a perception of the calculated tensile and shear forces. The cross-section of metal bonds at the joints of panels (horizontal and vertical) is determined by calculation, but their minimum cross-section should be at least 1 cm 2 per 1 meter of weld.

6.10.5. Built-in loggias are performed with a length equal to the distance between adjacent supporting walls. In buildings on sites with a seismicity of 8 and 9 points in the plane of the outer walls at the locations of the loggias, reinforced concrete frames should be provided. In buildings up to five floors with a calculated seismicity of 7 and 8 points, it is allowed to attach attached loggias with a spacing of not more than 1, 5 m and connected with the main walls by metal ties.

6.11 Buildings with load-bearing walls made of reinforced concrete

6.11.1 In addition to buildings, all walls and ceilings of which are made of monolithic concrete, monolithic buildings also include buildings whose outer walls, as well as individual sections of internal walls and ceilings, are assembled from prefabricated elements.

6.11.2 Monolithic buildings should be designed, as a rule, in the form of a cross-wall system with load-bearing (mainly from heavy reinforced concrete) or non-bearing external walls. At the same time, walls, diaphragms, stiffness cores and not more than 20% of the column provide at least 80% of the floor stiffness on each floor of the building, except for the top floor. The rigidity of the upper floor of the building must be at least 50% of the rigidity of the underlying floor.

With a feasibility study, monolithic buildings can be designed with a barrel-wall structure with one or more shafts.

6.11.3 The internal transverse and longitudinal walls of buildings at sites 8 and 9 points must be without kinks in the plan within the walls. The maximum distance between the bearing walls must not exceed 7, 2 m. In buildings with non-bearing external walls there must be at least two internal longitudinal and transverse walls.

6.11.4 The protrusion of part of the external walls in the plan should not exceed 6 m for buildings with an estimated seismicity of 7 and 8 points and 3 m for buildings with an estimated seismicity of 9 points.

6.11.5 Overlappings can be monolithic, prefabricated and precast-monolithic.

6.11.6 The walls of the loggias should be performed as an extension of the bearing walls.

6.11.7 When designing structures, it is necessary to check the strength of horizontal and inclined sections of blind walls and walls, vertical wall mates, normal sections in the supporting zones of lintels, sections along the strip between possible inclined cracks and an inclined crack.

6.11.8 Structural reinforcement along the wall field with vertical and horizontal reinforcement with a cross-sectional area at each wall plane of at least 0.05% of the corresponding wall cross-sectional area, at wall intersections, places of sharp changes in wall thickness, at the edges of openings with reinforcement with a cross-sectional area of \u200b\u200bat least 2 cm 2, united by a closed clamp with a pitch of not more than 500 mm.

6.11.9 Reinforcement of monolithic walls should, as a rule, be carried out by spatial frames assembled from flat vertical frames and horizontal rods or flat horizontal frames.

In spatial frames used for reinforcing the field of walls, the diameter of the vertical reinforcement should be at least 10 mm, and horizontal - at least 8 mm. The pitch of the horizontal rods uniting the frames should not exceed 400 mm. Reinforcement of wide piers can be done with diagonal frames.

6.11.10 Docking of rods and reinforcing cages during concreting of structures of monolithic buildings (except for columns, if they are present) may be carried out:

lap-free welding - in zones of 7 and 8 points with a diameter of rods up to 20 mm;

lap-free without welding, but with "legs" or with other anchor devices at the ends of the rods - in zones of 9 points.

When the diameter of the rods is 20 mm or more, the connection of the rods and frames should be done by welding or using special mechanical joints (crimped and threaded couplings) regardless of the seismicity of the site.

6.11.11 The lintels should be reinforced with spatial frames and their reinforcement should be placed beyond the edge of the opening according to the requirements of current regulatory documents for concrete and reinforced concrete structures (SP 63.13330), taking into account the additional requirements of these building codes, but not less than 500 mm. High jumpers can be reinforced with diagonal frames.

The step of the transverse rods of the spatial frameworks of the bridges should be taken no more than 10d (d is the diameter of the longitudinal rods) and not more than 150 mm. The diameter of the transverse rods should be taken at least 8 mm.

6.11.12 The vertical butt joints of the walls should be reinforced with horizontal reinforcing bars, the area of \u200b\u200bwhich is determined by calculation, but should be at least 0.5 cm 2 per 1 running meter of the seam in buildings up to five floors in areas with an estimated seismicity of 7 and 8 points and at least 1 cm 2 per 1 running meter of the seam in other cases.

6.12 Volumetric-block and panel-block buildings

6.12.1 Volumetric-block and panel-block buildings should be designed from solid-formed or prefabricated volumetric blocks and panels made of heavy or lightweight concrete of a class of at least B15, combined into a single spatial system that accepts seismic effects.

6.12.2 Combining volumetric blocks into a single spatial system can be carried out in one of the following ways:

welding of embedded parts or reinforcing outlets from walls and floors of volumetric blocks;

the device in vertical cavities between the walls of the volumetric blocks of monolithic concrete or reinforced concrete dowels;

the device of horizontal strapping beams at the levels of floors and coverings;

monoling joints along vertical and horizontal seams with fine-grained concrete with reduced shrinkage;

compression of pillars of volumetric blocks by vertical reinforcement, tensioned in construction conditions.

6.12.3 In volumetric-block buildings, along with volumetric blocks, it is allowed to use a “hidden” monolithic reinforced concrete frame and stiffness diaphragms located in vertical cavities between the blocks to absorb seismic loads.

6.12.4 The block ceiling plate must be flat with a flare in the middle of at least 20 mm. Its thickness on the supports and in the middle is taken as calculated, but not less than 50 mm (on average).

6.12.5 Floor slabs and walls of volumetric blocks should be arranged with often ribbed or smooth single-layer or multi-layer. The thickness of flat single-layer walls and bearing layers of multilayer walls must be at least 100 mm.

6.12.6 The thickness of the shelves of the ribbed walls should be at least 50 mm, and the height of the ribs, including the thickness of the shelves, at least 100 mm.

6.12.7 Reinforcement of volumetric blocks should be performed bilaterally, in the form of spatial frames, welded meshes and individual rods, combined into a single reinforcing spatial block. It is allowed to perform reinforcement of flat walls with a single in the form of a flat welded mesh.

The area of \u200b\u200bvertical and horizontal reinforcement installed at each plane of the panel for reinforcement of each type should be at least 0.05% of the area of \u200b\u200bthe corresponding section of the plate.

6.12.8 Volumetric blocks with single reinforcement of three flat walls may be used:

in buildings with a hidden monolithic frame, regardless of the number of storeys;

in buildings of other types - with a height of not more than five floors with an estimated seismicity of 7, 8 points and no more than three floors - with a seismicity of 9 points.

6.12.9 The floor level support of the volume units should be, as a rule, along the entire length of the bearing walls. In buildings up to five floors with an estimated seismicity of 7 and 8 points and up to three floors with 9 points, blocks can only be supported in corners. In this case, the length of the bearing area should be at least 300 mm on each side of the corner.

6.12.10 In buildings with more than two floors, as a rule, there should be at least one internal wall. At the same time, it is allowed to use blocks of various sizes in the external walls, protruding or sinking to a length of up to 1.5 m.

6.12.11 The protrusion of part of the external walls of the building in the plan should not exceed 6, 0 m.

6.12.12 Constructive solutions of vertical and horizontal connections should ensure the perception of design efforts. The necessary cross section of metal bonds is determined by calculation, but take at least:

vertical - 30 mm 2 per 1 running meter of a horizontal seam between blocks adjacent in height with a seismicity of 7 and 8 points and 50 - with a seismicity of 9 points;

horizontal - 150 mm 2 per 1 running meter of a horizontal seam between adjacent in plan terms blocks.

In this connection between adjacent blocks may be performed concentrated at the corners of the blocks.

In the calculations, friction in horizontal butt joints is not taken into account.

6.12.13 The dimensions of the cross section of the elements of the "hidden" monolithic frame (columns and girders) are determined by calculation, but they must be at least 160 x 200 mm. Reinforcement of columns and crossbars of the "hidden" frame should be carried out by spatial frames. In this case, the columns must have a longitudinal reinforcement of at least 4 d12 of class A400, crossbars - 4 d10 with a design seismicity of 7 and 8 points and at least 4 d12 with a seismicity of 9 points.

The concrete class of the elements of the "hidden" frame should not be lower than B15.

6.12.14 The thickness of monolithic stiffness diaphragms performed in the cavities between the blocks must be at least 100 mm. Reinforcement of monolithic stiffness diaphragms is allowed to be performed with single grids.

6.12.15 Structural solutions of stiffness diaphragms and elements of the "hidden" frame should ensure the compatibility of their work with volume units.

6.12.16 When designing panel-block buildings, it is necessary:

provide for wall and floor panels the size of a room;

to connect the panels of walls and floors with each other and with the blocks by welding outlets of reinforcement, anchor rods or embedded parts and monolithing vertical wells and sections of joints at horizontal joints with fine-grained concrete with reduced shrinkage;

provide for welded joints of reinforcement outlets from floor panels with vertical reinforcement of wall panels when the ceilings are supported on external walls and walls at expansion joints.

6.13 Buildings with walls of large blocks

6.13.1 Wall blocks can be made of concrete, including light, as well as made of brick or other piece materials using vibration in molds on a vibration table. The required value of the normal adhesion of the brick (stone) with the solution in the blocks is determined by calculation, but should be at least 120 kPa.

External wall blocks can be single or multi-layer.

6.13.2 Walls of large blocks can be:

a) double-row and multi-row cutting. The forces at the seams are perceived by friction forces and dowels. The number of above-ground floors in such buildings should not exceed three at sites with a seismicity of 7 points and one at sites with a seismicity of 8 points;

b) two-row or three-row cutting, interconnected by welding embedded parts or reinforcing outlets;

c) multi-row cutting reinforced with vertical reinforced concrete inclusions.

6.13.3 Wall blocks must be reinforced with spatial frames. Vertical reinforcement in the blocks is set by calculation, but not less than 2d8 of class A240 for each side face. Unreinforced blocks are allowed at sites with a seismicity of 7 points in buildings up to three floors, at sites with a seismicity of 8 points in one-story buildings. Wall blocks (both for external and internal walls) should be used only with grooves or quarters on the vertical end faces.

Blocks should be interconnected by welding embedded parts or valve outlets. The vertical reinforcement at the ends of the wall blocks, including on blind sections of the walls, should be connected to the outlets of the reinforcement from the foundation, vertical reinforcement of the overlying and underlying wall blocks, including blocks of adjacent floors and anchored in the anti-seismic belt of the upper floor overlap.

6.13.4 Anti-seismic belts in large-block buildings can be monolithic or precast-monolithic from reinforced jumper blocks. The jumper blocks are interconnected at two levels in height by welding outlets of fittings or embedded parts with subsequent monolithic.

6.13.5 At the level of ceilings and coatings made of prefabricated reinforced concrete slabs, antiseismic belts made of monolithic concrete should be arranged along all walls, combining the outlets of reinforcement from the ends of the slabs and the outlets from waist blocks. The width of the belt must be at least 90 mm, the height must correspond to the thickness of the floor slabs, the concrete class is not lower than B12, 5. When selecting reinforcement for antiseismic belts, it is allowed to take into account the longitudinal reinforcement of the waist blocks.

6.13.6 The connection between the longitudinal and transverse walls is ensured by careful concreting of the vertical grooves of adjacent blocks, laying of reinforcing meshes in each horizontal mortar joint and antiseismic belts.

6.13.7 Rods of vertical reinforcement should be installed to the entire height of the building in the corners, in the places of wall breaks in the plan and in the joints of the external walls with the internal, framed by the openings in the internal walls, along the length of the blind walls not more than 3 m, along the length of the external walls - framed by piers.

With continuous vertical reinforcement, the longitudinal reinforcement is passed through holes in the waist blocks and joined by welding. The grooves in the blocks in the places of installation of vertical reinforcement should be sealed with concrete on shallow rubble of class at least B15 with vibration.

6.13.8 To increase the seismic resistance of buildings from large blocks, vertical reinforced concrete inclusions should be arranged at the intersection points and along the free end faces of the walls. To increase the horizontal stiffness of blind sections of walls in vertical joints between the wall blocks, concrete keys and welded joints of the horizontal reinforcement outlets of neighboring blocks can also be arranged.

6.14 Buildings with brick or masonry walls

6.14.1 For the erection of walls from masonry, ceramic bricks and stones, concrete blocks, natural stones of regular shape and small blocks are used.

Bearing stone walls should be erected from masonry on mortars with special additives that increase the adhesion of the mortar to brick or stone, with the mandatory filling of all vertical joints with mortar.

Masonry of bearing walls without filling vertical joints with mortar and without reinforced concrete cages or inclusions is allowed when using ceramic stones with a groove-ridge connection only at sites with a design seismicity of 7 points or less.

With a design seismicity of 7 points, the erection of load-bearing walls of buildings from masonry on mortars with plasticizers is allowed without the use of special additives that increase the adhesion strength of the mortar to brick or stone.

6.14.2 It is forbidden at a negative temperature to carry out masonry of bearing, self-supporting walls, filling the frame and partitions, including reinforced or reinforced concrete inclusions, of brick (stone, blocks) when erecting buildings on sites with seismicity of 9 or more points.

With an estimated seismicity of 8 points or less, winter masonry is allowed with the mandatory inclusion of additives in the solution that provide hardening of the solution at low temperatures.

It is allowed to conduct masonry in seismic areas at a negative air temperature from a brick (stone, block) preheated to a positive temperature on solutions without antifreeze additives with further covering and holding at a positive temperature until the mortar reaches a strength of at least 20% of the design.

6.14.3 The calculation of stone structures should be carried out on the simultaneous action of horizontally and vertically directed seismic forces.

The value of the vertical seismic load with an estimated seismicity of 7-8 points should be 15%, and with a seismicity of 9 points - 30% of the corresponding vertical static load.

The direction of action of the vertical seismic load (up or down) should be taken more unfavorable for the stress state of the element under consideration.

6.14.4 For masonry of bearing and self-supporting walls or filling, participating in the work of the frame, the following products and materials should be used:

a) solid and hollow bricks, ceramic stones of a grade not lower than M125 with a seismicity of the construction site of 8 and 9 points, and grades not lower than M100 with a seismicity of 7 points.

Products with voids should have: the diameter of the vertical cylindrical voids and the size of the side of the square voids is not more than 20 mm, and the width of the slotted voids is not more than 16 mm. The voidness of the masonry material without reinforced concrete inclusions or clips (shirts) should not exceed 25%;

b) stones and blocks of regular shape from shells, limestones of brand no less than 35 or tuffs (except felsite) of grade 50 and higher;

c) concrete walls, solid and hollow blocks of light and cellular concrete of classes of compressive strength not lower than B3, 5, grades of average density not lower than D600 should be used for load-bearing walls; for self-supporting walls - classes in compression strength not lower than B2, 5, grades in density not lower than D500.

For the construction of partitions and curtain walls, it is allowed to use bricks and ceramic stones of grade no lower than M75 without limiting the size and voids and gypsum tongue-and-groove plates.

Piece wall masonry should be carried out on mixed cement mortars of a grade not lower than M25 in summer conditions and not lower than M50 in winter or on special adhesives. For masonry blocks, mortar of a grade not lower than M50 and special adhesives should be used.

6.14.5 Clutches are divided into categories depending on their resistance to seismic influences.

If it is impossible to obtain values \u200b\u200bof ≥120 kPa at the construction site (including mortars with additives that increase their adhesion to brick or stone), the use of brick or masonry is not allowed.

Note - With a design seismicity of 7 points, it is allowed to use masonry made of natural stone at 120 kPa\u003e\u003e 60 kPa. At the same time, the height of the building should be no more than three floors, the width of the walls - not less than 0, 9 m, the width of the openings - not more than 2 m, and the distance between the axes of the walls - not more than 12 m.

The project for the production of masonry should provide for special measures for the care of hardening masonry, taking into account the climatic features of the construction area. These measures should provide the necessary strength indicators of the masonry.

When reinforcing masonry with reinforcement or reinforced concrete inclusions, the height of the floor can be taken equal to 6; 5 and 4, 5 m respectively.

In this case, the ratio of floor height to wall thickness should be no more than 12.

6.14.8 For buildings with an incomplete frame, with an estimated seismicity of 7-8 points, the use of external stone walls and internal reinforced concrete or metal frames (racks) is allowed, while the requirements established for stone buildings must be met. The height of such buildings should not exceed 7 m.

6.14.9 In buildings with load-bearing walls more than 6, 4 m wide, in addition to the outer longitudinal walls, as a rule, there should be at least one internal longitudinal wall. The distances between the axes of the transverse walls or the frames replacing them should be checked by calculation and be no more than those given in table 8. The total length of the replacing frames should be no more than 25% of the total length of the internal walls of the same direction. The device of two adjacent replacement frames of the same direction is not allowed.

In buildings of small cellular concrete blocks, the distance between the walls, regardless of the calculated seismicity, should not exceed 9 m.

Table 8 - Distances between the axes of the transverse walls or the frames replacing them

6.14.10 The dimensions of the wall elements of stone buildings should be determined by calculation. They must comply with the requirements given in table 9.

Before sending an electronic appeal to the Ministry of Construction of Russia, please read the rules for operating this interactive service set forth below.

1. Accepted for electronic applications in the field of competence of the Ministry of Construction of Russia, completed in accordance with the attached form.

2. The electronic appeal may contain a statement, complaint, proposal or request.

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4. In accordance with Federal Law dated 02.05.2006 N 59-ФЗ "On the Procedure for Considering Appeals of Citizens of the Russian Federation", electronic appeals are registered within three days and sent, depending on the content, to the structural units of the Ministry. The appeal is considered within 30 days from the date of registration. An electronic appeal containing questions whose solution is not within the competence of the Ministry of Construction of Russia shall be sent within seven days from the date of registration to the appropriate authority or to the appropriate official whose competence includes the solution of the issues raised in the appeal, with notification of the citizen who sent the appeal.

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Code of rules SP 14.13330.2014

"SNiP II-7-81 *. CONSTRUCTION IN SEISMIC AREAS"

(approved by the order of the Ministry of Construction and Housing and Communal Services of the Russian Federation of February 18, 2014 N 60 / pr)

With changes from:

Seismic building design code

Revision of updated SNiP II-7-81 *
"Construction in seismic areas" (SP 14.13330.2011)

Introduction

the work was carried out by the Center for Research on Earthquake Resistance of Structures TSNIISK im. V.A. Kucherenko - Institute of Scientific Research Center "Building" OJSC (the head of the work is Doctor of Technical Sciences, Prof. Ya.M. Aizenberg; the executive officer is Candidate of Technical Sciences, Associate Professor V.I. Smirnov).

1 area of \u200b\u200buse

This set of rules applies to the design of buildings and structures erected on sites with a seismicity of 7, 8 and 9 points.

2 Normative references

In this set of rules, normative references to the following documents are used:

GOST 14098-91 Welded fittings and embedded products of reinforced concrete structures. Types, designs and sizes

GOST 30247.0-94 Building constructions. Test methods for fire resistance. General requirements

GOST 30403-96 Building constructions. Fire hazard determination method

GOST R 53292-2009 Fire retardant compounds and substances for wood and materials based on it. General requirements. Test methods

GOST R 53295-2009 Fire protection means for steel structures

SP 2.13130.2009 Fire protection systems. Ensuring fire resistance of objects of protection

SP 15.13330.2012 "SNiP II-22-81 * Stone and reinforced-stone structures"

SP 20.13330.2011 "SNiP 2.01.07-85 * Loads and effects"

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

SP 23.13330.2011 "SNiP 2.02.02-85 Foundations of hydraulic structures"

SP 24.13330.2011 "SNiP 2.02.03-85 Pile foundations"

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

SP 39.13330.2012 "SNiP 2.06.05-84 Dams from soil materials"

SP 40.13330.2012 "SNiP 2.06.06-85 Concrete and reinforced concrete dams"

SP 41.13330.2012 "SNiP 2.06.08-87 Concrete and reinforced concrete structures of hydraulic structures"

SP 58.13330.2012 "SNiP 33-01-2003 Hydrotechnical structures. General provisions"

SP 63.13330.2012 "SNiP 52-01-2003 Concrete and reinforced concrete structures"

SP 64.13330.2011 "SNiP II-25-80 Wooden structures"

Note - When using this set of rules, it is advisable to check the validity of reference standards (sets of rules and / or 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 information index "National Standards", which published as of January 1 of the current year, and on the issues of the monthly published information index "National Standards" for the current year. If the referenced standard (document) to which an undated reference is given is replaced, then it is recommended to use the current version of this standard (document), taking into account all the changes made to this version. If the reference standard (document) to which the dated reference is given is replaced, it is recommended to use a version of this standard (document) with the above year of approval (adoption). If, after the approval of this standard, a change is made to the referenced standard (document) to which the dated reference is made, affecting the provision referred to, then this provision is recommended to be applied without taking into account this change. If the reference standard (document) is canceled without replacement, then the provision in which the link to it is given is recommended to be applied in the part that does not affect this link. Information on the effect of the codes can be checked at the Federal Information Fund of Technical Regulations and Standards.

3 Terms and definitions

In this rulebook, the following terms are used with the corresponding definitions:

3.1 absolute motion: The movement of the points of a structure, defined as the sum of the figurative and relative movements during an earthquake.

3.2 accelerogram (cycle diagram, seismogram): Dependence of acceleration (speed, displacement) on the time of the base point or structure during an earthquake, having one, two or three components.

3.3 earthquake accelerogram: Time recording of the process of changing the acceleration of ground (base) vibrations for a specific direction.

3.4 synthesized accelerogram: Accelerogram obtained using calculation methods, including based on statistical processing and analysis of a number of accelerograms and / or spectra of real earthquakes, taking into account local seismological conditions.

3.5 active fault: A tectonic fault with signs of constant or periodic movement of fault sides in the Late Pleistocene - Holocene (over the past 100,000 years), the magnitude (speed) of which is such that it is dangerous for the structures and requires special structural and / or layout measures for ensure their safety.

3.6 antiseismic measures: A set of design and planning decisions based on fulfilling the requirements, providing a certain, regulated by standards, level of seismic resistance of structures.

3.7 secondary scheme: A design scheme that reflects the state of a structure during the period from the moment the earthquake ends to the start of repair work.

3.8 detailed seismic zoning (DSR): Identification of possible seismic impacts, including in engineering terms, on specific existing and planned structures, territories of settlements and individual areas. The scale of the DSR cards is 1: 500000 and larger.

3.9 dynamic analysis method: The method of calculating the impact in the form of accelerograms of soil vibrations at the base of the structure by numerically integrating the equations of motion.

3.10 reinforced concrete frame with reinforced concrete diaphragms, stiffening cores or steel bonds: A structural system in which the perception of vertical loads is provided mainly by the spatial frame, and the resistance to horizontal loads provided by reinforced concrete diaphragms, stiffening cores or steel bonds is more than 35% and less than 65% general resistance to horizontal loads of the entire structural system.

3.11 earthquake intensity: An assessment of the impact of an earthquake on a 12-point scale, determined from macroseismic descriptions of the destruction and damage of natural objects, soil, buildings and structures, body movements, as well as human observations and sensations.

3.12 initial seismicity: The seismicity of an area or site, determined for standard periods of repeatability and average ground conditions using DSL or AIS (or assumed equal to standard seismicity).

3.13 frame buildings: A structural system in which both the vertical and the loads in any of the horizontal directions are mainly counteracted by the spatial frame, and its resistance to horizontal loads is more than 65% of the total resistance to horizontal loads of the entire structural system.

3.14 frame-stone buildings: Buildings with monolithic reinforced concrete frames, the construction of which uses a specific technology: first, they erect masonry, which is used as formwork for concrete elements of the frame.

3.15 soil category by seismic properties (I, II or III): A characteristic expressing the ability of the soil in the part of the base adjacent to the structure to weaken (or increase) the intensity of seismic effects transmitted from the soil base to the structure.

3.16 complex structure: Wall construction made of masonry made with bricks, concrete blocks, saw limestone or other natural or artificial stones and reinforced with reinforced concrete inclusions that do not form a frame (frame).

3.17 structural non-linearity: A change in the design structure of a structure during its loading, associated with mutual displacements (for example, opening joints and cracks, slippage) of individual parts of the structure and base.

3.18 linear spectral analysis method (LSM): A calculation method for earthquake resistance, in which the values \u200b\u200bof seismic loads are determined by the dynamic coefficients depending on the frequencies and forms of natural vibrations of the structure.

3.19 linear temporal dynamic analysis (linear dynamic analysis): Temporary dynamic analysis, in which the materials of the structure and soil of the base are assumed to be linearly elastic, and the geometric and structural non-linearity in the behavior of the construction-base system is absent.

3.20 maximum design earthquake (MPE): An earthquake of maximum intensity at the construction site with a frequency of once every 1000 years and once every 5000 years - for facilities of increased responsibility (for hydraulic structures). Accepted on sets of cards OSR-97 B and C, respectively.

3.21 monolithic-stone buildings: Buildings with three-layer or multi-layer walls, in which the main supporting layer of monolithic reinforced concrete is concreted using two outer layers of masonry using natural or artificial stones, which are used as fixed formwork. If necessary, additional thermally insulating layers are arranged.

3.22 violation of normal operation: Violation of the construction site, in which there was a deviation from the established operational limits and conditions.

3.23 non-linear temporal dynamic analysis (non-linear dynamic analysis): Temporary dynamic analysis, which takes into account the dependence of the mechanical characteristics of building materials and base soils on the level of stresses and the nature of dynamic effects, as well as geometric and structural non-linearity in the behavior of the structure-base system.

3.24 normal operation: Operation of a construction project within the operational limits and conditions specified by the project.

3.25 normative seismicity: The seismicity of the area where the hydraulic structure is located, determined for the standard repeatability periods on the OSR-97 cards.

3.26 general seismic zoning (OSS): It is an assessment of seismic hazard throughout the country and is of national importance for the rational use of land and the planning of socio-economic development of large regions. The scale of the OCP maps is 1: 2500000-1: 8000000.

3.27 oscillator: A single-mass linear-elastic dynamic system consisting of mass, a spring and a damper.

3.28 relative motion: The movement of the points of the structure relative to the base during an earthquake under the influence of seismic forces (loads).

3.29 portable movement: Joint movement of a structure and a base during an earthquake as a single undeformable whole with accelerations (speeds or displacements) of the base.

3.30 site of a hydraulic structure (construction site): The territory on which a hydraulic structure is designed (or located).

3.31 design earthquake (PZ): An earthquake of maximum intensity at a construction site with a frequency of once every 500 years (for hydraulic structures).

3.32 direct dynamic method for calculating earthquake resistance (PDM): A method of numerical integration of the equations of motion used to analyze forced vibrations of structures under seismic action specified by accelerograms of earthquakes.

3.33 frame-communication system: A system consisting of frames (frame) and vertical diaphragms, walls or stiffness cores and absorbing horizontal and vertical loads. Horizontal and vertical loads are distributed between frames (frames) and vertical diaphragms (and other elements) depending on the ratio of the stiffnesses of these elements.

3.34 calculated seismicity: The value of the calculated seismic effect for a given repeatability period, expressed in terms of a macroseismic scale or in the kinematic parameters of soil motion (acceleration, speed, displacement).

3.35 design seismic effects: Seismic effects used in the calculation of the earthquake resistance of structures (accelerograms, cycle diagrams, seismograms and their main parameters - amplitude, duration, spectral composition).

3.36 resonant characteristic of soil: A set of characteristic periods (or frequencies) at which resonant amplification of the vibrations of the base of the structure during the passage of seismic waves is achieved.

3.37 communication system: A system consisting of frames (frame) and vertical diaphragms, walls and (or) stiffness cores; in this case, the calculated horizontal load is completely perceived by the diaphragms, walls and (or) stiffness cores.

3.38 seismic impact: Ground movement caused by natural or man-made factors (earthquakes, explosions, traffic, industrial equipment), causing movement, deformation, and sometimes the destruction of structures and other objects.

3.39 seismic microzoning (SMR): Evaluates the effect of soil properties on seismic fluctuations within the areas of specific structures and in settlements. The scale of SMR cards is 1: 50,000 and larger.

3.40 seismic (inertial) force, seismic load: The force (load) that occurs in the "structure-base" system during fluctuations of the base of a structure during an earthquake.

3.41 seismic area: An area with established and possible foci of earthquakes that cause seismic effects at the construction site with an intensity of 6 or more points.

3.42 seismic zoning (SR): Mapping of seismic hazard based on the identification of areas of occurrence of earthquake sources (WHO zones) and the determination of the seismic effect that they create on the ground surface.

Note - SR cards are used to carry out earthquake-resistant construction, ensure public safety, protect the environment and other measures aimed at reducing damage during strong earthquakes.

3.43 seismicity of the construction site: The intensity of the calculated seismic impacts at the construction site with the corresponding repeatability periods for the standard period.

Note - Seismicity is set in accordance with the maps of seismic zoning and seismic micro-zoning of the construction site and measured in points on the MSK-64 scale.

3.44 seismic isolation: Reducing seismic loads on the structure through the use of special structural elements:

increasing flexibility and periods of natural vibrations of the structure (flexible racks; swinging supports; rubber-metal supports, etc.);

increasing the absorption (dissipation) of energy of seismic vibrations (dry friction dampers; sliding belts; hysteresis; viscous dampers);

backup, shutdown elements.

NOTE Depending on the particular project, all or some of the listed elements apply.

3.45 seismicity of the territory: The maximum intensity of seismic effects in points on the territory under consideration for the accepted earthquake repetition period (including the site of the hydraulic structure).

3.46 seismic-generating fault: A tectonic fault with which possible sources of earthquakes are associated.

3.47 soil velocity characteristics: Seismic (longitudinal V p and transverse V s) waves propagation velocities in the base soils, measured in ms -1.

3.48 earthquake resistance of a structure: The ability of a structure to retain, after a calculated earthquake, the functions provided by the project, for example:

the absence of global collapse or destruction of the structure or its parts, capable of causing death and injuries;

operation of the facility after restoration or repair.

3.49 response spectrum of a one-component accelerogram: A function connecting the maximum absolute acceleration of a single-mass linear oscillator and the corresponding period (or frequency) of natural oscillations of the same oscillator, the base of which moves according to the law determined by this accelerogram.

3.50 average ground conditions: Category II soils for seismic properties.

3.51 wall system: A structural system in which both vertical and stresses in any of the horizontal directions are counteracted by vertical load-bearing walls, the shear strength of which at the base of the building is more than 65% of the total shear strength of the entire structural system.

3.52 effective modal mass: The fraction of the mass of a structure participating in a dynamic reaction in a specific waveform for a given direction of seismic impact in the form of displacement of the base as an absolutely rigid body. The value of the effective mass in fractions of a unit is calculated by the formula:

CONSTRUCTION IN SEISMIC
AREAS

SNiP II-7-81 *

Moscow 2016

Foreword

Rule Set Information

1 CONTRACTORS - Central Institute of Building Constructions and Structures named after V.A. Kucherenko (TsNIISK named after V.A. Kucherenko) is an institute of OJSC Research Center "Construction".

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

5 REGISTERED by the Federal Agency for Technical Regulation and Metrology (Rosstandart)

Items, tables, and appendices that are amended are marked with an asterisk in this set of rules.

Introduction

This set of rules has been compiled taking into account the requirements of federal laws dated December 27, 2002 No. 184-ФЗ “On Technical Regulation”, dated December 29, 2009 No. 384-ФЗ “Technical Regulations on the Safety of Buildings and Structures”, dated November 23, 2009 No. 261-ФЗ “On energy conservation and on improving energy efficiency and on amendments to certain legislative acts of the Russian Federation”.

SET OF RULES

CONSTRUCTION IN SEISMIC AREAS

Seismic building design code

Date of introduction - 2014-06-01

1 area of \u200b\u200buse

This set of rules applies to the design of buildings and structures erected on sites with a seismicity of 7, 8 and 9 points.

2 Normative references

In this set of rules, normative references to the following documents are used:

GOST 30247.0-94 Building constructions. Test methods for fire resistance. General requirements

GOST 30403-96 Building constructions. Fire hazard determination method

GOST 14098-91 Welded fittings and embedded products of reinforced concrete structures. Types, designs and sizes

GOST R 53292-2009 Fire retardant compounds and substances for wood and materials based on it. General requirements. Test methods

GOST R 53295-2009 Fire protection means for steel structures

SP 2.13130.2009 Fire protection systems. Ensuring fire resistance of objects of protection

SP 15.13330.2012 SNiP N-22-81 * Stone and reinforced-stone structures

SP 20.13330.2011 "SNiP 2.01.07-85 * Loads and effects"

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

SP 23.13330.2011 "SNiP 2.02.02-85 Foundations of hydraulic structures"

SP 24.13330.2011 "SNiP 2.02.03-85 Pile foundations"

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

SP 39.13330.2012 SNiP 2.06.05-84 Dams from soil materials

SP 40.13330.2012 SNiP 2.06.06-85 Concrete and reinforced concrete dams

SP 41.13330.2012 SNiP 2.06.08-87 Concrete and reinforced concrete structures of hydraulic structures

SP 58.13330.2012 SNiP 33-01-2003 Hydrotechnical facilities. Key Points

SP 63.13330.2012 SNiP 52-01-2003 Concrete and reinforced concrete structures

SP 64.13330.2011 "SNiP II-25-80 Wooden structures"

Note - When using this set of rules it is advisable to check the validity of reference standards (sets of rules and / or 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 information index “National Standards”, which is published as of January 1 of the current year, and on the issues of the monthly published information index “National Standards” for the current year. If the referenced standard (document) to which an undated reference is given is replaced, then it is recommended to use the current version of this standard (document), taking into account all the changes made to this version. If the reference standard (document) to which the dated reference is given is replaced, it is recommended to use a version of this standard (document) with the above year of approval (adoption). If, after the approval of this standard, a change is made to the referenced standard (document) to which the dated reference is made, affecting the provision referred to, then this provision is recommended to be applied without taking into account this change. If the reference standard (document) is canceled without replacement, then the provision in which the link to it is given is recommended to be applied in the part that does not affect this link. Information on the effect of the codes can be checked at the Federal Information Fund of Technical Regulations and Standards.

3 Terms and definitions

In this rulebook, the following terms are used with the corresponding definitions:

3.1 absolute motion: Movement of structural points, defined as the sum of the figurative and relative movements during an earthquake.

3.2 accelerogram (cycle diagram, seismogram): Dependence of acceleration (speed, displacement) on the time of the base point or structure during an earthquake, having one, two or three components.

3.3 earthquake accelerogram: Recording over time the process of changing the acceleration of ground (base) vibrations for a specific direction.

3.4 synthesized accelerogram: Accelerogram obtained using calculation methods, including based on statistical processing and analysis of a number of accelerograms and / or spectra of real earthquakes taking into account local seismological conditions.

3.5 active fault: Tectonic disturbance with signs of constant or periodic movement of fault sides in the Late Pleistocene - Holocene (over the past 100,000 years), the magnitude (speed) of which is such that it poses a danger to structures and requires special structural and / or layout measures to ensure their safety.

3.6 anti-seismic activities: A set of design and planning solutions based on fulfilling the requirements, providing a certain, regulated by standards, level of seismic resistance of structures.

3.7 secondary circuit: Design diagram reflecting the state of the structure during the period from the moment the earthquake ends to the start of repair work.

3.8 detailed seismic zoning (DSR): Identification of possible seismic impacts, including in engineering terms, on specific existing and planned structures, territories of settlements and individual areas. The scale of the DSR cards is 1: 500000 and larger.

3.9 dynamic analysis method: Calculation method for the impact in the form of accelerograms of soil vibrations at the base of the structure by numerical integration of the equations of motion.

3.10 reinforced concrete frame with reinforced concrete diaphragms, stiffness cores or steel bonds: A structural system in which the perception of vertical loads is provided mainly by the spatial frame, and the resistance to horizontal loads provided by reinforced concrete diaphragms, stiffness cores or steel bonds, makes up more than 35% and less than 65% of the total resistance to horizontal loads of the entire structural system.

3.11 earthquake intensity: Evaluation of the impact of an earthquake on a 12-point scale, determined from macroseismic descriptions of the destruction and damage of natural objects, soil, buildings and structures, body movements, as well as observations and feelings of people.

3.12 initial seismicity: Seismicity of an area or site, determined for standard periods of repeatability and average ground conditions using DSL or AIS (or assumed equal to standard seismicity).

3.13 frame buildings: A structural system in which both the vertical and the loads in any of the horizontal directions are mainly counteracted by the spatial framework, and its resistance to horizontal loads is more than 65% of the total horizontal resistance to horizontal loads of the entire structural system.

3.14 frame-stone buildings: Buildings with monolithic reinforced concrete frames, the construction of which uses a specific technology: first they erect masonry, which is used as a formwork for concrete elements of the frame.

3.15 soil category by seismic properties (I, II or III): A characteristic expressing the ability of the soil in the part of the base adjacent to the structure to weaken (or enhance) the intensity of seismic effects transmitted from the soil base to the structure.

3.16 integrated design: Wall construction made of masonry made with bricks, concrete blocks, saw limestone or other natural or artificial stones and reinforced with reinforced concrete inclusions that do not form a frame (frame).

3.17 constructive nonlinearity: Change in the design structure of the structure during its loading, associated with mutual displacements (for example, the opening of welds and cracks, slippage) of individual parts of the structure and base.

3.18 linear spectral analysis method (LSM): Calculation method for seismic resistance, in which the values \u200b\u200bof seismic loads are determined by the coefficients of dynamism depending on the frequencies and forms of natural vibrations of the structure.

3.19 linear time dynamic analysis (linear dynamic analysis): Temporary dynamic analysis in which building materials and foundation soils are assumed to be linearly elastic, and there is no geometric and structural nonlinearity in the behavior of the building-base system.

3.20* maximum design earthquake (MPZ): An earthquake of maximum intensity at the construction site with a frequency of once every 1000 years and once every 5000 years - for facilities of increased responsibility (for hydraulic structures). Accept on sets of cards OSR-2015 B and C, respectively.

3.21 monolithic stone buildings: Buildings with three-layer or multi-layer walls, in which the main concrete layer of monolithic reinforced concrete is concreted using two outer layers of masonry using natural or artificial stones, which are used as permanent formwork. If necessary, additional thermally insulating layers are arranged.

3.22 malfunction: Violation of the construction project, in which there was a deviation from the established operational limits and conditions.

3.23 nonlinear time dynamic analysis (nonlinear dynamic analysis): Temporary dynamic analysis, which takes into account the dependence of the mechanical characteristics of building materials and base soils on the level of stresses and the nature of dynamic effects, as well as geometric and structural non-linearity in the behavior of the "structure-base" system.

3.24 normal operation: Operation of the construction site within the operational limits and conditions specified by the project.

3.25* standard seismicity: Seismicity of the area where the hydraulic structure is located, determined for the standard repeatability periods on the OSR-2015 maps.

3.26 general seismic zoning (OSR): It is an assessment of seismic hazard throughout the country and is of national importance for the implementation of rational land use and planning of socio-economic development of large regions. The scale of the OCP maps is 1: 2500000 - 1: 8000000.

3.27 oscillator: A single-mass linear-elastic dynamic system consisting of mass, spring and damper.

3.28 relative motion: Movement of construction points relative to the base during an earthquake under the influence of seismic forces (loads).

3.29 figurative movement: Joint movement of a structure and a base during an earthquake as a single undeformable whole with accelerations (speeds or displacements) of the base.

3.30 hydraulic construction site (construction site): The territory in which the hydraulic structure is designed (or located).

3.31 design earthquake (PZ): An earthquake of maximum intensity at the construction site with a frequency of once every 500 years (for hydraulic structures).

3.32 direct dynamic method for calculating earthquake resistance (PDM): The method of numerical integration of the equations of motion, used to analyze forced vibrations of structures under seismic action specified by accelerograms of earthquakes.

3.33 frame communication system: A system consisting of frames (frame) and vertical diaphragms, walls or stiffening cores and absorbing horizontal and vertical loads. Horizontal and vertical loads are distributed between frames (frames) and vertical diaphragms (and other elements) depending on the ratio of the stiffnesses of these elements.

3.34 design seismicity: The value of the calculated seismic impact for a given repeatability period, expressed in terms of a macroseismic scale or in the kinematic parameters of soil motion (acceleration, speed, displacement).

3.35 calculated seismic effects: Seismic effects used in the calculation of the earthquake resistance of structures (accelerograms, cycle diagrams, seismograms and their main parameters - amplitude, duration, spectral composition).

3.36 resonance characteristic of the soil: The set of characteristic periods (or frequencies) at which resonant amplification of the vibrations of the base of the structure during the passage of seismic waves is achieved.

3.37 communication system: A system consisting of frames (frame) and vertical diaphragms, walls and (or) stiffness cores; in this case, the calculated horizontal load is completely perceived by the diaphragms, walls and (or) stiffness cores.

3.38 seismic impact: Soil movement caused by natural or man-caused factors (earthquakes, explosions, traffic, industrial equipment), causing movement, deformation, and sometimes the destruction of structures and other objects.

3.39 seismic microzoning (SMR): Evaluates the effect of soil properties on seismic fluctuations within the area of \u200b\u200bspecific structures and in settlements. The scale of SMR cards is 1: 50,000 and larger.

3.40 seismic (inertial) force, seismic load: Force (load) arising in the structure-foundation system during fluctuations in the foundation of a structure during an earthquake.

3.41 seismic area: An area with established and possible sources of earthquakes that cause seismic impacts with an intensity of 6 or more points at the construction site.

3.42 seismic zoning (SR): Seismic hazard mapping based on the identification of zones of occurrence of earthquake sources (WHO zones) and the determination of the seismic effect they create on the earth's surface.

Note - SR cards are used to carry out earthquake-resistant construction, ensure public safety, protect the environment and other measures aimed at reducing damage during strong earthquakes.

3.43 seismicity of the construction site: The intensity of the calculated seismic impacts at the construction site with the corresponding repeatability periods for the standard period.

Note - Seismicity is set in accordance with the maps of seismic zoning and seismic micro-zoning of the construction site and measured in points on the MSK-64 scale.

3.44 seismic isolation: Reducing seismic loads on the structure through the use of special structural elements:

increasing flexibility and periods of natural vibrations of the structure (flexible racks; swinging supports; rubber-metal supports, etc.);

increasing the absorption (dissipation) of energy of seismic vibrations (dry friction dampers; sliding belts; hysteresis; viscous dampers);

backup, shutdown elements.

Note - Depending on the specific project, all or some of the elements listed apply.

3.45 seismicity of the territory: The maximum intensity of seismic impacts in points on the territory under consideration for the accepted earthquake recurrence period (including the site of the hydraulic structure).

3.46 seismic generating fault: Tectonic fault with which possible sources of earthquakes are associated.

3.47 ground speed characteristics: Seismic (longitudinal) propagation velocities V p and transverse V s) waves in the soil of the bases, measured in m⋅ s -1.

3.48 earthquake resistance: The ability of a structure to retain, after a calculated earthquake, the functions provided by the project, for example:

the absence of global collapse or destruction of the structure or its parts, capable of causing death and injuries;

operation of the facility after restoration or repair.

3.49 response spectrum of a one-component accelerogram: A function that relates to each other the maximum absolute acceleration of a single-mass linear oscillator and the corresponding period (or frequency) of natural oscillations of the same oscillator, whose base moves according to the law defined by this accelerogram.

3.50 average ground conditions: Seismic category II soils.

3.51 wall system: A structural system in which both vertical and stresses in any horizontal direction are counteracted by vertical load-bearing walls, the shear strength of which at the base of the building is more than 65% of the total shear strength of the entire structural system.

3.52 effective modal mass: The fraction of the mass of the structure participating in a dynamic reaction in a certain form of vibrations for a given direction of seismic impact in the form of displacement of the base as an absolutely rigid body. The value of the effective mass in fractions of a unit is calculated by the formula

where n̄- the number of forms of vibration taken into account in the calculation.

When accounting for all forms, the condition must be met

where n - the number of all forms of vibrations (the number of dynamic degrees of freedom of the system).

The main letters and abbreviations are given in the appendix.

4 Key points

apply materials, structures and structural schemes to reduce seismic loads, including seismic isolation systems, dynamic damping and other effective systems for controlling seismic response;

make, as a rule, symmetrical structural and space-planning decisions with a uniform distribution of loads on the floors, masses and rigidity of structures in plan and height;

place joints of elements outside the zone of maximum effort, ensure solidity, uniformity and continuity of structures;

provide conditions that facilitate the development of structural deformations in structural elements and their joints, ensuring the stability of the structure.

When designating zones of plastic deformations and local destruction, design decisions should be made that reduce the risk of progressive destruction of the structure or its parts and ensure the “survivability” of structures under seismic impacts.

Structural solutions that allow the collapse of the structure in the event of the destruction or unacceptable deformation of one bearing element should not be applied.

Notes

2 When fulfilling the design and structural requirements of this joint venture, calculations for the progressive collapse of buildings and structures are not required.

4.2 Design of buildings with a height of more than 75 m should be carried out with the support of a competent organization.

The seismicity of the construction site of facilities using map A, in the absence of construction and installation data, can be preliminarily determined according to the table.

The design of buildings and structures with seismic isolation systems is recommended to be carried out with the support of a competent organization.

4.8 In order to obtain reliable information about the operation of structures and the vibrations of soils adjacent to buildings and structures during intense earthquakes in projects of buildings and structures of an increased level of responsibility, listed in position 1 of the table, it is necessary to establish monitoring stations for the dynamic behavior of structures and adjacent soils.