DEVELOPED BY TsNIISK im. Kucherenko of the USSR State Construction Committee (Candidate of Technical Sciences A.A. Bat - topic leader; I.A. Belyshev, Candidate of Technical Sciences V.A. Otstavnov, Doctor of Technical Sciences Prof. V.D. Raiser, A.I. . Tseitlin) MISS im. V.V. Kuibysheva of the USSR Ministry of Higher Education (candidate of technical sciences L.V. Klepikov).
SNiP 2.01.07-85* was amended, approved by Decree No. 132 dated 07/08/88, and section was added. 10 “Deflections and displacements”, developed by TsNIISK im. Kucherenko of the USSR State Construction Committee (Candidate of Technical Sciences A. A. Bat - topic leader; Corresponding Member of the USSR Academy of Sciences N. N. Skladnev, Doctor of Technical Sciences Prof. A. I. Tseytlin, Candidates of Technical Sciences B A. Otstavnov, E. A. Neustroev, engineer B. I. Belyaev), Research Institute of Reinforced Concrete Construction of the USSR State Construction Committee (Doctor of Technical Sciences, Prof. A. S. Zalesov) and the Central Scientific Research Institute of Industrial Buildings of the USSR State Construction Committee (candidates of technical sciences L. L. Lemysh, E. N. Kodysh).
INTRODUCED by TsNIISK them. Kucherenko State Construction Committee of the USSR.
PREPARED FOR APPROVAL BY Glavtekhnormirovanie Gosstroy USSR (Candidate of Technical Sciences F.V. Bobrov).
With the entry into force of “Deflections and displacements” SNiP 2.01.07-85 from January 1, 1989, paragraphs become invalid. 13.2-13.4 and 14.1-14.3 SNiP II-23-81*.
The following points are stated in the new edition: “Deflections and movements of structural elements must not exceed the limits established by SNiP 2.01.07-85”:
clause 13.1 SNiP II-23-81* “Steel structures”;
clause 9.2 SNiP 2.03.06-85 “Aluminum structures”;
clause 1.20 SNiP 2.03.01-84 “Concrete and reinforced concrete structures”;
clause 4.24 SNiP 2.03.09-85 “Asbestos-cement structures”;
clause 4.32 SNiP “Wooden structures”;
clause 3.19 SNiP “Structures of industrial enterprises”.
When using a regulatory document, you should take into account the approved changes to building codes and regulations and state standards published in the journal “Bulletin of Construction Equipment”, “Collection of Amendments to Building Codes and Rules” and the information index “State Standards”.
These standards apply to the design of building structures and foundations of buildings and structures and establish the basic provisions and rules for determining and taking into account permanent and temporary loads and impacts, as well as their combinations.
Loads and impacts on building structures and foundations of buildings and structures that differ from traditional ones can be determined according to special technical conditions.
2. During reconstruction, the calculated values of loads should be determined based on the results of an examination of existing structures, while atmospheric loads can be taken into account taking into account the data of the State Committee for Hydrometeorology.
LOADS AND IMPACTS
Updated edition
SNiP 2.01.07-85*
1 area of use
1.1. This set of rules establishes requirements for the assignment of loads, impacts and their combinations taken into account when calculating buildings and structures for limit states of the first and second groups, in accordance with the provisions of GOST 27751.
1.2. Additional requirements for assigning design loads may be established in regulatory documents for certain types of structures, building structures and foundations.
1.3. For buildings and structures of levels I and II of responsibility, additional requirements for loads and impacts on building structures and foundations must be established in the relevant regulatory documents, technical specifications for design, taking into account recommendations developed by specialized organizations.
1.4. When designing, one should take into account the loads arising during the construction and operation of structures, as well as during the manufacture, storage and transportation of building structures.
Regulatory documents referred to in the text of these standards are given in Appendix A.
3. Terms and definitions
This SP uses the terms and definitions given in Appendix B.
4. General requirements
4.1. The main characteristics of the loads established in these standards are their standard (basic) values. If it is necessary to take into account the influence of the duration of loads, when testing endurance and in other cases specified in the design standards for structures and foundations, in addition, reduced standard values of loads from people, animals, equipment on the floors of residential, public and agricultural buildings, from pavements and suspended cranes, snow, temperature and climatic influences.
4.2. The design value of the load should be determined as the product of its standard value and the load safety factor f corresponding to the limit state under consideration. The minimum values of the reliability factor f are determined as follows: a) when calculating using limit states of the 1st group - in accordance with 6.4, 7.2, 8.2.2, 8.3.4, 8.4.4, 9.8, 10.8, 11.1.12, 12.5 and 13.8; b) when calculating according to limit states of the 2nd group - are taken equal to unity, unless other values are established in the design standards for structures and foundations. 4.3 In special combinations (see 6.2), the load safety factor for constant, long-term and short-term loads should be taken equal to unity, except for cases specified in other regulatory documents. 4.4 Calculated values of climatic loads and impacts (snow and ice loads, wind impacts, temperature, etc.) may be assigned in the prescribed manner based on an analysis of the relevant climatic data for the construction site. 4.5 When calculating structures and foundations for the conditions of construction of buildings and structures, the calculated values of snow, wind, ice loads and temperature climatic influences should be reduced by 20%.
5. Load classification
5.1. Depending on the duration of the load, one should distinguish between permanent Рd and temporary (long-term Рl, short-term Рt, special Рs) loads. 5.2 Loads arising during the manufacture, storage and transportation of structures, as well as during the construction of structures, should be taken into account in calculations as short-term loads.
Loads arising during the operation stage of structures should be taken into account in accordance with instructions 5.3-5.6.
5.3. Constant Pd loads should include: a) the weight of parts of structures, including the weight of load-bearing and enclosing building structures; b) weight and pressure of soils (embankments, backfills), rock pressure; c) hydrostatic pressure. The forces from prestressing remaining in the structure or foundation should be taken into account in calculations as forces from permanent loads.
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BUILDING REGULATIONS
LOADS AND IMPACTS
SNiP 2.01.07-85*
MOSCOW
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1. GENERAL PROVISIONS CLASSIFICATION OF LOADS LOAD COMBINATIONS 2. WEIGHT OF STRUCTURES AND SOILS 3. LOADS FROM EQUIPMENT, PEOPLE, ANIMALS, STORED MATERIALS AND PRODUCTS DETERMINATION OF LOADS FROM EQUIPMENT, STORED MATERIALS AND PRODUCTS UNIFORMLY DISTRIBUTED LOADS CONCENTRATED LOADS AND LOADS ON RAILINGS 4. LOADS FROM BRIDGE AND SUSPENDED CRANES 5. SNOW LOADS 6. WIND LOADS 7. ICE LOADS 8. TEMPERATURE CLIMATIC INFLUENCES 9. OTHER LOADS 10. DEFLECTIONS AND DISPLACEMENTS GENERAL INSTRUCTIONS VERTICAL LIMIT DEFLECTIONS OF STRUCTURE ELEMENTS HORIZONTAL LIMIT DEFLECTIONS OF COLUMNS AND BRAKE STRUCTURES FROM CRANE LOADS HORIZONTAL MAXIMUM DISPLACEMENTS AND DEFLECTIONS OF FRAME BUILDINGS, INDIVIDUAL ELEMENTS OF STRUCTURES AND SUPPORTS OF CONVEYOR GALLERIES FROM WIND LOAD, ROLLING FOUNDATIONS AND TEMPERATURE CLIMATIC INFLUENCES MAXIMUM DEFLECTIONS OF ELEMENTS OF INTER-STORY FLOOMS FROM PRELIMINARY COMPRESSION FORCES APPENDIX 1 Reference BRIDGE AND SUSPENDED CRANES OF DIFFERENT GROUPS OF OPERATING MODES (SAMPLE LIST) APPENDIX 2 Mandatory LOAD FROM THE IMPACT OF THE CRANE ON THE STOP APPENDIX 3* Mandatory SNOW LOAD DIAGRAMS AND COEFFICIENTS m APPENDIX 4 Mandatory WIND LOAD DIAGRAMS AND AERODYNAMIC COEFFICIENTS C APPENDIX 5 Mandatory ZONING MAPS OF THE USSR TERRITORY ACCORDING TO CLIMATIC CHARACTERISTICS APPENDIX 7* Mandatory ACCOUNTING OF LIABILITY OF BUILDINGS AND STRUCTURES* |
DEVELOPED BY TsNIISK im. Kucherenko of the USSR State Construction Committee (candidate of technical sciences) A.A. Father- topic leader; I.A. Belyshev, Ph.D. tech. sciences IN.A. Otstavnov, Doctor of Technical Sciences science prof. IN.D.Raiser, A. I. Tseytlin) MISS im. V.V. Kuibyshev Ministry of Higher Education of the USSR (candidate of technical sciences) L.V. Klepikov).
INTRODUCED by TsNIISK them. Kucherenko State Construction Committee of the USSR.
PREPARED FOR APPROVAL BY Glavtekhnormirovanie Gosstroy USSR (PhD F.V. Bobrov).
Change No. 1 was made to SNiP 2.01.07-85*, approved by Decree of the USSR State Construction Committee dated 07/08/88 No. 132, and section was added. 10 “Deflections and displacements”, developed by TsNIISK im. Kucherenko of the USSR State Construction Committee (candidate of technical sciences) A.A. Father- topic leader; member-corr. USSR Academy of Sciences N.N. Skladnev, Dr. Tech. science prof. A.I. Tseytlin, candidates of technical sciences IN.A. Otstavnov, E.A. Neustroev, Eng. B.I. Belyaev), Research Institute of Concrete Construction of the USSR State Construction Committee (Dr. Tech., Science, Prof. A.S. Zalesov) and Central Research Institute of Industrial Buildings of the USSR State Construction Committee (candidates of technical sciences) L.L. Lemysh, E.N. Kodysh).
With the entry into force of Sec. 10 “Deflections and displacements” SNiP 2.01.07-85 from January 1, 1989, no longer apply. 13.2-13.4 and 14.1-14.3 SNiP II-23-81*.
The following points are stated in the new edition: “Deflections and movements of structural elements must not exceed the limits established by SNiP 2.01.07-85”:
clause 13.1 SNiP II-23-81* “Steel structures”;
clause 9.2 SNiP 2.03.06-85 “Aluminum structures”;
clause 1.20 SNiP 2.03.01-84 “Concrete and reinforced concrete structures”;
clause 4.24 SNiP 2.03.09-85 “Asbestos-cement structures”;
clause 4.32 SNiP “Wooden structures”;
clause 3.19 SNiP “Structures of industrial enterprises”.
Change No. 2 was made to SNiP 2.01.07-85*, approved by Decree of the State Construction Committee of Russia dated May 29, 2003 No. 45.
Items in the table, formula and map to which changes have been made are marked with an asterisk.
These standards apply to the design of building structures and foundations of buildings and structures and establish the basic provisions and rules for determining and taking into account permanent and temporary loads and impacts, as well as their combinations.
Loads and impacts on building structures and foundations of buildings and structures that differ from traditional ones can be determined according to special technical conditions.
2. During reconstruction, the calculated values of loads should be determined based on the results of an examination of existing structures, while atmospheric loads can be taken into account taking into account the data of Roshydromet.
1. GENERAL PROVISIONS
1.1. When designing, one should take into account the loads arising during the construction and operation of structures, as well as during the manufacture, storage and transportation of building structures.
1.2. The main characteristics of the loads established in these standards are their standard values.
A load of a certain type is characterized, as a rule, by one standard value. For loads from people, animals, equipment on the floors of residential, public and agricultural buildings, from bridge and overhead cranes, snow, temperature and climatic influences, two standard values are established: full and reduced (included in the calculation if it is necessary to take into account the influence of load duration, endurance testing and in other cases specified in the design standards for structures and foundations).
1.3. The design value of the load should be determined as the product of its standard value and the load safety factor g f, corresponding to the limit state under consideration and accepted:
a)* when calculating strength and stability - in accordance with paragraphs. 2.2, 3.4, 3.7, 3.11, 4.8, 6.11, 7.3 and 8.7;
b) when calculating endurance - equal to one;
c) in calculations for deformations - equal to one, unless other values are established in the design standards for structures and foundations;
d) when calculating for other types of limit states - according to the design standards for structures and foundations.
The calculated values of loads, in the presence of statistical data, can be determined directly from the specified probability of their excess.
When calculating structures and foundations for the conditions of construction of buildings and structures, the calculated values of snow, wind, ice loads and temperature climatic influences should be reduced by 20%.
If it is necessary to calculate strength and stability under fire conditions, during explosions, or in collisions of vehicles with parts of structures, the load safety factors for all loads taken into account should be taken equal to unity.
Note. For loads with two standard values, the corresponding design values should be determined with the same safety factor for the load (for the limit state under consideration).
CLASSIFICATION OF LOADS
1.4. Depending on the duration of the load, one should distinguish between permanent and temporary (long-term, short-term, special) loads.
1.5. Loads arising during the manufacture, storage and transportation of structures, as well as during the construction of structures, should be taken into account in calculations as short-term loads.
Loads arising during the operation stage of structures should be taken into account in accordance with paragraphs. 1.6 - 1.9.
a) the weight of parts of structures, including the weight of load-bearing and enclosing building structures;
b) weight and pressure of soils (embankments, backfills), rock pressure.
The forces from prestressing remaining in the structure or foundation should be taken into account in calculations as forces from permanent loads.
a) the weight of temporary partitions, grouting and footings for equipment;
b) the weight of stationary equipment: machines, apparatus, motors, containers, pipelines with fittings, supporting parts and insulation, belt conveyors, permanent lifting machines with their ropes and guides, as well as the weight of liquids and solids filling the equipment;
c) the pressure of gases, liquids and granular bodies in containers and pipelines, excess pressure and rarefaction of air that occurs during ventilation of mines;
d) loads on floors from stored materials and shelving equipment in warehouses, refrigerators, granaries, book depositories, archives and similar premises;
e) temperature technological influences from stationary equipment;
f) the weight of the water layer on water-filled flat surfaces;
g) the weight of industrial dust deposits, if its accumulation is not excluded by appropriate measures;
h) loads from people, animals, equipment on the floors of residential, public and agricultural buildings with reduced standard values given in table. 3;
i) vertical loads from overhead and overhead cranes with a reduced standard value, determined by multiplying the full standard value of the vertical load from one crane (see clause 4.2) in each span of the building by the coefficient: 0.5 - for groups of operating modes of cranes 4K-6K ; 0.6 - for the 7K crane operating mode group; 0.7 - for the 8K crane operating mode group. Groups of crane operating modes are accepted according to GOST 25546-82;
j) snow loads with a reduced design value, determined by multiplying the full design value by a factor of 0.5;
k) temperature climatic influences with reduced standard values, determined in accordance with the instructions of paragraphs. 8.2-8.6 provided q 1 = q 2 = q 3 = q 4 = q 5 = 0, D I = D VII = 0;
m) impacts caused by deformations of the base, not accompanied by a fundamental change in the structure of the soil, as well as thawing of permafrost soils;
m) impacts caused by changes in humidity, shrinkage and creep of materials.
Note. In areas with an average January temperature of minus 5°C and above (according to map 5 of Appendix 5 to SNiP 2.01.07-85*), snow loads with a reduced design value are not established.
(Changed edition. Amendment No. 2).
a) loads from equipment arising in start-up, transition and test modes, as well as during its rearrangement or replacement;
b) the weight of people, repair materials in equipment maintenance and repair areas;
c) loads from people, animals, equipment on the floors of residential, public and agricultural buildings with full standard values, except for the loads specified in clause 1.7, a, b, d, e;
d) loads from mobile lifting and transport equipment (forklifts, electric vehicles, stacker cranes, hoists, as well as from overhead and overhead cranes with full standard values);
e) snow loads with full calculated value;
f) temperature climatic effects with full standard value;
g) wind loads;
h) ice loads.
(Changed edition. Amendment No. 2).
a) seismic impacts;
b) explosive effects;
c) loads caused by sudden disruptions in the technological process, temporary malfunction or breakdown of equipment;
d) impacts caused by deformations of the base, accompanied by a radical change in the structure of the soil (when soaking subsidence soils) or its subsidence in mining areas and karst areas.
LOAD COMBINATIONS
1.10. Calculation of structures and foundations for limit states of the first and second groups should be performed taking into account unfavorable combinations of loads or corresponding forces.
These combinations are established from the analysis of real options for the simultaneous action of various loads for the considered stage of operation of the structure or foundation.
1.11. Depending on the load composition taken into account, a distinction should be made between:
a) the main combinations of loads, consisting of permanent, long-term and short-term;
b) special combinations of loads, consisting of permanent, long-term, short-term and one of the special loads.
Live loads with two standard values should be included in combinations as long-term - when taking into account the reduced standard value, as short-term - when taking into account the full standard value.
In special combinations of loads, including explosive effects or loads caused by collisions of vehicles with parts of structures, it is allowed not to take into account the short-term loads specified in clause 1.8*.
1.12. When taking into account combinations that include permanent and at least two live loads, the calculated values of live loads or the corresponding forces should be multiplied by combination coefficients equal to:
in basic combinations for long-term loads y 1 = 0.95; for short-term y 2 = 0,9;
in special combinations for long-term loads y 1 = 0.95; for short-term y 2 = 0.8, except for cases specified in the standards for the design of structures for seismic areas and in other standards for the design of structures and foundations. In this case, the special load should be taken without reduction.
When taking into account the main combinations, including permanent loads and one temporary load (long-term or short-term), the coefficients y 1 , y 2 should not be entered.
Note. In basic combinations, when taking into account three or more short-term loads, their calculated values can be multiplied by the combination factor y 2, taken for the first (according to the degree of influence) short-term load - 1.0, for the second - 0.8, for the rest - 0.6.
1.13. When taking into account load combinations in accordance with the instructions of clause 1.12, one live load should be taken as follows:
a) a load of a certain kind from one source (pressure or vacuum in a container, snow, wind, ice loads, temperature climatic influences, load from one loader, electric vehicle, overhead or overhead crane);
b) load from several sources, if their combined action is taken into account in the standard and design values of the load (load from equipment, people and stored materials on one or more floors, taking into account coefficients y A And y n given in paragraphs. 3.8 and 3.9; load from several overhead or overhead cranes, taking into account the coefficient y given in paragraph 4.17; ice-wind load determined in accordance with clause 7.4).
2. WEIGHT OF STRUCTURES AND SOILS
2.1. The standard value of the weight of prefabricated structures should be determined on the basis of standards, working drawings or passport data of manufacturing plants, other building structures and soils - according to the design dimensions and specific gravity of materials and soils, taking into account their humidity under the conditions of construction and operation of structures.
2.2. Load safety factors g f for the weight of building structures and soils are given in table. 1.
Table 1
|
Structures of buildings and type of soil |
Load safety factor g f |
|
Designs: | |
|
metal | |
|
concrete (with an average density of over 1600 kg/m3), reinforced concrete, stone, reinforced stone, wood | |
|
concrete (with an average density of 1600 kg/m 3 or less), insulating, leveling and finishing layers (slabs, materials in rolls, backfills, screeds, etc.), performed: | |
|
in factory conditions | |
|
at the construction site | |
|
Soils: | |
|
in natural occurrence | |
|
bulk |
Notes: 1. When checking structures for stability against overturning, as well as in other cases when reducing the weight of structures and soils can worsen the operating conditions of structures, a calculation should be made, taking the load reliability factor for the weight of the structure or its part g f = 0,9.
2. When determining soil loads, the loads from stored materials, equipment and vehicles transmitted to the ground should be taken into account.
3. For metal structures in which the forces from their own weight exceed 50% of the total forces, it should be taken g f = 1,1.
BUILDING REGULATIONS
LOADS AND IMPACTS
SNiP 2.01.07-85
OFFICIAL PUBLICATION
GOSSTROY USSR Moscow 1988
UDC 69+624.042.4] (083.74)
SNiP 2.01.07-85. Loads and impacts/Gosstroy USSR. - M.: CITP Gosstroy
USSR, 1988. - 36 p.
DEVELOPED BY TsNIISK im. Kucherenko of the USSR State Construction Committee (Candidate of Technical Sciences A. A. Bat - topic leader; I. A. Belyshev, Candidate of Technical Sciences V. A. Otstavnoye, Doctor of Technical Sciences, Prof. V. D. Reiser, A. I. . Tseitlin), MISS im. V.V. Kuibysheva of the USSR Ministry of Higher Education (candidate of sciences)
tech. Sciences /7. IN . Klepikov).
INTRODUCED by TsNIISK them. Kucherenko State Construction Committee of the USSR.
PREPARED FOR APPROVAL BY Glavtekhnormirovanie Gosstroy USSR
(Candidate of Technical Sciences F.V. Bobrov).
With the entry into force of SNiP 2.01.07-85 “Loads and impacts” from January 1, 1987, the following become invalid:
clause 1 of the resolution of the USSR State Construction Committee “On approval of the chapter of SNiP II-6-74 “Loads and impacts” dated February 8, 1974 No. 16;
Decree of the USSR State Construction Committee, adding and amending chapter SNiP II-6-74 “Loads and Impacts” dated December 25, 1980 No. 206;
paragraph 2 of the appendix to the resolution of the USSR State Construction Committee “On additions to the chapters of SNiP” dated
Decree of the USSR State Construction Committee “On additions and amendments to the chapter of SNiP II-6-74 “Loads and impacts” dated September 14, 1981 No. 164;
Resolution of the USSR State Construction Committee “On additions and amendments to the chapter of SNiP II-6-74 “Loads and impacts” dated December 31, 1982 No. 343.
Us. 34 provides “Rules for taking into account the degree of responsibility of buildings and structures when designing structures” (appendices to the resolutions of the USSR State Construction Committee dated 19
When using a regulatory document, one should take into account the approved changes to building codes and regulations and state standards published in the journal “Bulletin of Construction Equipment”, “Collection of Amendments to Construction Codes and Rules” of the USSR State Construction Committee and the information index “State Standards”.
USSR" Gosstandart.
Attention readers!
Mandatory Appendix 5 “Map of zoning of the territory of the USSR according to climatic characteristics”, consisting of a set of maps on 8 sheets, was published as an insert to SNiP 2.01.07-85 (the list of maps is given in the insert).
© CITP Gosstroy USSR, 1986
These standards apply to the design of building structures and foundations of buildings and structures and establish the basic provisions and rules for determining and taking into account permanent and temporary loads and impacts, as well as their combinations.
Loads and impacts on building structures and foundations of buildings and structures that differ from traditional ones can be determined according to special technical conditions.
2. During reconstruction, the calculated values of loads should be determined based on the results of an examination of existing structures, while atmospheric loads can be taken into account taking into account the data of the State Committee for Hydrometeorology.
1. GENERAL PROVISIONS
1.1. When designing, one should take into account the loads arising during the construction and operation of structures, as well as during the manufacture, storage and transportation of building structures.
1.2. The main characteristics of the loads established in these standards are their standard values.
A load of a certain type is characterized, as a rule, by one standard value. For loads from people, animals, equipment on the floors of residential, public and agricultural buildings, from bridge and overhead cranes, snow, from temperature climatic influences, two standard values are established: full and reduced (included in the calculation if it is necessary to take into account the influence of load duration, checking for endurance and in other cases specified in the design standards for structures and foundations).
1.3. The calculated value of the load should be determined as the product of its standard
significant value on the load safety factor γf corresponding to the limit state under consideration and accepted:
a) when calculating strength and stability - in accordance with paragraphs. 2.2, 3.4, 3.7, 3.11, 4.8, 5.7, 6.11, 7.3 and 8.7;
b) when calculating endurance - equal to one;
c) in calculations for deformations - equal to one, unless other values are established in the design standards for structures and foundations;
d) when calculating for other types of limit states - according to the design standards for structures and foundations.
The calculated values of loads, in the presence of statistical data, can be determined directly from the specified probability of their excess.
When calculating structures and foundations for the conditions of construction of buildings and structures, the calculated values of snow, wind, ice loads and temperature climatic influences should be reduced by 20%.
If it is necessary to calculate strength and stability under fire conditions, during explosions, or in collisions of vehicles with parts of structures, the load safety factors for all loads taken into account should be taken equal to unity.
Note: For loads with two standard values, the corresponding design values should be determined with the same safety factor for the load (for the limit state under consideration).
CLASSIFICATION OF LOADS
1.4. Depending on the duration of the load, one should distinguish between permanent and temporary (long-term, short-term, special) loads.
1.5. Loads arising during the manufacture, storage and transportation of structures, as well as during the construction of structures, should be taken into account in calculations as short-term loads.
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Loads arising during the operation stage of structures should be taken into account in accordance with paragraphs 1.6-1.9.
a) the weight of parts of structures, including the weight of load-bearing and enclosing building structures;
b) weight and pressure of soils (embankments, backfills), rock pressure.
Forces remaining in the structure or foundation due to prestressing should be
Page 2 SNiP 2.01.07-85
take into account in calculations as forces from constant loads.
a) the weight of temporary partitions, grouting and footings for equipment; b) the weight of stationary equipment: machines, apparatus, motors, tanks, pipes
wires with fittings, supporting parts and insulation, conveyor belts, conveyors, permanent lifting machines with their ropes and guides, as well as the weight of liquids and solids filling the equipment;
c) the pressure of gases, liquids and granular bodies in containers and pipelines, excess pressure and rarefaction of air that arise during ventilation of mines;
d) loads on floors from stored materials and shelving equipment in warehouses, refrigerators, granaries, book depositories, archives and similar premises;
e) temperature technological influences from stationary equipment; f) the weight of the water layer on water-filled flat surfaces;
g) the weight of industrial dust deposits, if its accumulation is not excluded by appropriate measures;
h) loads from people, animals, equipment on the floors of residential, public and agricultural buildings with reduced standard values given in table. 3;
i) vertical loads from overhead and overhead cranes with a reduced standard value, determined by multiplying the full standard value of the vertical load from one crane (see clause 4.2) in each span of the building by the coefficient: 0.5 - for groups of operating modes of cranes 4K-6K ; 0.6 - for the 7K crane operating mode group; 0.7 - for the 8K crane operating mode group. Groups of crane operating modes are accepted according to GOST 25546-82;
j) snow loads with a reduced standard value, determined by multiplying the full standard value in accordance with the instructions in clause 5.1 by the coefficient: 0.3 - for snow region III; 0.5 - for district IV; 0.6 - for regions V and VI;
k) temperature climatic influences with reduced standard values, determined in accordance with the instructions of paragraphs. 8.2-8.6 provided θ 1 = θ 2 = θ 3 =
θ 4 = θ 5 = 0, I = VII = 0;
m) impacts caused by deformations of the base, not accompanied by a fundamental change in the structure of the soil, as well as thawing of permafrost soils;
m) impacts caused by changes in humidity, shrinkage and creep of materials;
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terials.
1.8. Short-term loads include:
a) loads from equipment arising in start-up, transition and test modes, as well as during its rearrangement or replacement;
b) the weight of people, repair materials in equipment maintenance and repair areas; c) loads from people, animals, equipment on residential and public floors
and agricultural buildings with full standard values, except for the loads specified in clause 1.7a, b, d, e;
d) loads from mobile lifting and transport equipment (forklifts, electric vehicles, stacker cranes, hoists, as well as from overhead and overhead cranes with full standard values);
e) snow loads with full standard value; f) temperature climatic effects with full standard value; g) wind loads; h) ice loads.
1.9. Special loads include: a) seismic impacts; b) explosive effects;
c) loads caused by sudden disruptions in the technological process, temporary malfunction or breakdown of equipment;
d) impacts caused by deformations of the base, accompanied by a radical change in the structure of the soil (when soaking subsidence soils) or its subsidence in mining areas and karst areas.
LOAD COMBINATIONS
1.10. Calculation of structures and foundations for limit states of the first and second groups should be performed taking into account the most unfavorable combinations of loads or corresponding forces.
These combinations are established from the analysis of real options for the simultaneous action of various loads for the considered stage of operation of the structure or foundation, taking into account the possibility of the appearance of different schemes for applying temporary loads or in the absence of some of the loads.
1.11. Depending on the load composition taken into account, a distinction should be made between:
a) the main combinations of loads, consisting of permanent, long-term and short-term;
b) special combinations of loads, consisting of permanent, long-term, short-term and one of the special loads.
Live loads with two standard values should be included in combinations as long-term - when taking into account the reduced standard value, as short-term - when taking into account the full standard value.
In special combinations of loads, including explosive effects or loads caused by collisions of vehicles with parts of structures, it is allowed not to take into account the short-term loads specified in clause 1.8.
1.12. When taking into account combinations that include permanent and at least two live loads, the calculated values of the live loads or the corresponding forces should be
SNiP 2.01.07-85 Page 3
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multiply by combination coefficients equal to:
in basic combinations for long-term loads ψ 1 = 0.95; for short-term ψ 2 =
in special combinations for long-term loads ψ 1 = 0.95; for short-term ψ 2 = 0.8, except for cases specified in the design standards for structures for seismic areas and in other design standards for structures and foundations. In this case, the special load should be taken without reduction.
When taking into account the main combinations, including permanent loads and one temporary load (long-term or short-term), the coefficients ψ 1, ψ 2 should not be entered.
Note: In the main combinations, when taking into account three or more short-term loads, their calculated values can be multiplied by the combination factor ψ 2, taken for the first (by degree of influence) short-term load - 1.0, for the second - 0.8, for others - 0.6.
1.13. When taking into account load combinations in accordance with the instructions of clause 1.12, one live load should be taken as follows:
a) a load of a certain kind from one source (pressure or vacuum in a container, snow, wind, ice loads, temperature climatic influences, load from one loader, electric vehicle, overhead or overhead crane);
b) load from several sources, if their combined action is taken into account in the standard and design values of the load (load from equipment, people and stored materials on one or more floors, taking into account the coefficients ψ A and ψ n given in clauses 3.8 and 3.9; load from several overhead or overhead cranes, taking into account the coefficient ψ given in clause 4.17; ice-wind load determined in accordance with clause 7.4).
2. WEIGHT OF STRUCTURES AND SOILS
2.1. The standard value of the weight of factory-made structures should be determined on the basis of standards, working drawings or passport data of manufacturers, other building structures and soils - according to the design dimensions and specific gravity of materials and soils, taking into account their humidity under the conditions of construction and operation of structures.
2.2. Load safety factorsγ f for the weight of building structures and soils are given in Table 1.
3. LOADS FROM EQUIPMENT, PEOPLE,
ANIMALS, STORED MATERIALS AND PRODUCTS
3.1. The standards of this section apply to loads from people, animals, equipment, products, materials, temporary partitions acting on the floors of buildings and floors on the ground.
Table 1 |
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Structures of buildings and type of soil |
Reliable coefficient |
|
load sti γf |
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Designs: |
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metal |
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concrete (with an average density of over 1600 kg/m3), iron- |
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concrete, stone, reinforced stone, wooden |
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Notes: 1. When checking structures for stability against overturning, as well as in other cases when reducing the weight of structures and soils can worsen the operating conditions of structures, a calculation should be made, taking for the weight of the structure or its part of the load reliability factor γf = 0.9.
2. When determining soil loads, the loads from stored materials, equipment and vehicles transmitted to the ground should be taken into account.
3. For metal structures in which the forces from their own weight exceed 50% of the total forces, γ should be taken f = 1.1.
Options for loading floors with these loads should be taken in accordance with the envisaged conditions for the construction and operation of buildings. If at the design stage there is insufficient data on these conditions, when calculating structures and foundations it is necessary to consider the following options for loading individual floors:
continuous loading with accepted load; unfavorable partial loading when calculating structures and foundations, sensitive
relevant to such a loading scheme; no temporary load.
In this case, the total temporary load on the floors of a multi-story building under unfavorable partial loading should not exceed the load under continuous loading of the floors, determined taking into account the combination coefficients ψ n, the values of which are calculated using formulas (3) and (4).
DETERMINATION OF LOADS FROM EQUIPMENT, STORED MATERIALS AND PRODUCTS
3.2. Loads from equipment (including pipelines, vehicles), stored materials and products are established in the construction assignment based on
Page 4 SNiP 2.01.07-85
technological solutions, which should include:
a) possible locations and dimensions of equipment supports on each floor and floors on the ground, dimensions of storage areas for materials and products, places of possible proximity of equipment during operation or redevelopment;
b) standard values of loads and load safety factors, adopted in accordance with the instructions of these standards, for machines with dynamic loads - standard values of inertial forces and load safety factors for inertial forces, as well as other necessary characteristics.
When replacing actual loads on floors with equivalent uniformly distributed loads, the latter should be determined by calculation and assigned differentially for various structural elements (slabs, secondary beams, crossbars, columns, foundations). The accepted values of equivalent loads must ensure the bearing capacity and rigidity of structural elements required by their conditions
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loading with actual loads. Full standard values of equivalent uniformly distributed loads for production and warehouse premises should be taken for slabs and secondary beams of at least 3.0 kPa (300 kgf/m2), for crossbars, columns and foundations - at least 2.0 kPa (200 kgf/m2) m2).
Taking into account the future increase in loads from equipment and stored materials is allowed during a feasibility study.
3.3. The standard value of the weight of equipment, including pipelines, should be determined on the basis of standards or catalogs, and for non-standard equipment - on the basis of passport data of manufacturers or working drawings.
The weight load of the equipment should include the own weight of the installation or machine (including the drive, permanent fixtures, supporting devices, grouts and footings), the weight of insulation, equipment fillers that are possible during operation, the heaviest workpiece, the weight of the transported cargo, corresponding rated load capacity, etc.
Loads from equipment on floors and floors on the ground must be taken depending on the conditions of its placement and possible movement during operation. In this case, measures should be taken to eliminate the need to strengthen load-bearing structures associated with the movement of technological equipment during installation or operation of the building.
The number of loaders or electric vehicles taken into account simultaneously and their placement on the floor when calculating various elements should be taken according to the construction specification based on technological solutions.
The dynamic impact of vertical loads from forklifts and electric vehicles can be taken into account by multiplying the standard values of static loads by a dynamic coefficient equal to 1.2.
3.4. Reliability factors for load γf y for the weight of the equipment are given in table. 2.
Table 2 |
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Coefficient |
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load reliability γf |
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Stationary equipment |
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Insulation of stationary equipment |
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Equipment fillers (including tanks and pipes) |
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wires): |
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liquids |
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suspensions, sludge, granular solids |
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Forklifts and electric vehicles (with cargo) |
UNIFORMLY DISTRIBUTED LOADS
3.5. Standard values for uniformly distributed temporary loads on floor slabs, stairs and floors on soils are given in Table. 3.
3.6. Standard values of loads on crossbars and floor slabs from the weight of temporary partitions should be taken depending on their design, location and nature of support on floors and walls. The specified loads can be taken into account as uniformly distributed additional loads, taking their standard values for
based on calculations for the proposed layout of partitions, but not less than 0.5 kPa
(50 kgf/m2).
3.7. Reliability factors for load γ f for uniformly distributed loads should be taken:
1.3 - with a full standard value of less than 2.0 kPa (200 kgf/m2); 1.2 - with a full standard value of 2.0 kPa (200 kgf/m2) or more.
The safety factor for the load from the weight of temporary partitions should be taken in accordance with the instructions in clause 2.2.
3.8. When calculating beams, crossbars, slabs, as well as columns and foundations, I perceive
total loads from one floor, the full standard values of the loads indicated in the table. 3, should be reduced depending on the cargo area A, m2, calculated electrical
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ment by multiplying by the combination coefficient ψ A equal to: |
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a) for the premises indicated in pos. 1, 2, 12a (at A > A 1 = 9 m2), |
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y A 1 = 0.4 + |
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b) for the premises indicated in pos. 4, 11, 12b (at A > A 2 = 36m2), |
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SNiP 2.01.07-85 Page 5 |
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Table 3 |
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Standard values |
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Buildings and premises |
load p, kPa (kgf/m2) |
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reduced |
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1. Apartments in residential buildings; sleeping quarters for children's pre- |
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school institutions and boarding schools; Living spaces |
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holiday homes and boarding houses, hostels and hotels; chambers |
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hospitals and sanatoriums; terraces |
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2. Office premises for administrative, engineering and |
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technical, scientific personnel of organizations and institutions; |
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classrooms of educational institutions; household products |
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rooms (dressing rooms, showers, washrooms, restrooms) |
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industrial enterprises and public buildings and co- |
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weapons |
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3. Offices and laboratories of healthcare institutions; labo- |
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theories of educational and scientific institutions; electrical premises |
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throne computers; kitchens of public buildings; |
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technical floors; basements |
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a) reading rooms |
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b) lunch (in cafes, restaurants, canteens) |
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c) meetings and conferences, expectations, visual and con- |
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concerts, sports |
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d) trade, exhibition and exposition |
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5. Book depositories; archives |
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6. Scenes of spectacular enterprises |
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7. Tribunes: |
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a) with fixed seats |
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b) for standing spectators |
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8. Attic spaces |
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9. Coatings in areas: |
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a) with a possible crowd of people (coming out of production) |
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water rooms, halls, auditoriums, etc.) |
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b) used for recreation |
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c) others |
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Balconies (loggias) taking into account the load: |
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a) uniform strip in a section 0.8 m wide along |
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balcony (loggia) fencing |
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b) continuous, uniform over the area of the balcony (loggia), |
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the impact of which is more unfavorable than that determined |
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by pos. 10a |
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Equipment maintenance and repair areas in production |
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public premises |
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Lobbies, foyers, corridors, staircases (with related |
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passages) adjacent to the premises specified in |
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positions: |
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b) 4, 5, 6 and 11 |
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Station platforms |
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Livestock premises: |
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large |
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Page 6 SNiP 2.01.07-85
Continuation of the table. 3
3. Loads specified in pos. 10 should be taken into account when calculating the load-bearing structures of balconies (loggias) and sections of walls in places where these structures are pinched. When calculating the underlying sections of walls, foundations and foundations, the loads on balconies (loggias) should be taken equal to the loads of the adjacent main rooms of the building and reduced them taking into account the instructions in paragraphs. 3.8 and 3.9.
4. Standard load values for buildings and premises specified in pos. 3, 4d, 5, 6, 11 and 14 should be taken according to the construction specifications based on technological solutions.
y A 2 = 0.5 + |
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Note: When calculating walls that receive loads from one floor, the load values should be reduced depending on the load area A of the calculated elements (slabs, beams) resting on the walls.
3.9. When determining longitudinal forces for the calculation of columns, walls and foundations that support loads from two floors or more, the full standard values of the loads indicated in Table. 3, should be reduced by multiplying by the combination coefficient ^:
a) for the premises indicated in pos. 1, 2, 12a,
y n 1 |
0.4 + y A 1 - |
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b) for the premises indicated in pos. 4, 11, 12b,
y n 2 = 0.5 + |
y A 2 |
|||||
where ψ A1, ψ A2 are determined in accordance with clause 3.8; n - total number of floors (for the premises indicated in Table 3, items 1, 2, 4, 11,
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12a,b), the loads from which are taken into account when calculating the section of the column, wall, or foundation under consideration.
Note: When determining bending moments in columns and walls, the reduction in loads for adjacent beams and crossbars should be taken into account in accordance with the instructions in clause 3.8.
CONCENTRATED LOADS AND LOADS ON RAILINGS
3.10. Load-bearing elements of floors, coverings, stairs and balconies (loggias) must be checked for a concentrated vertical load applied to the element in an unfavorable position on a square area with sides no more than 10 cm (in the absence of other temporary loads). If the construction task, based on technological solutions, does not provide for higher standard values of concentrated loads, they should be taken equal:
a) for floors and stairs - 1.5 kN (150 kgf); b) for attic floors, coverings, terraces and balconies - 1.0 kN (100 kgf);
c) for surfaces on which you can move only with the help of ladders and bridges - 0.5 kN (50 kgf).
Elements designed for possible local loads from equipment and vehicles during construction and operation may not be tested for the specified concentrated load.
3.11. Standard values of horizontal loads on handrails of staircases and balconies railings should be taken equal to:
a) for residential buildings, preschool institutions, rest homes, sanatoriums, hospitals and other medical institutions - 0.3 kN/m (30 kgf/m);
b) for stands and sports halls - 1.5 kN/m (150 kgf/m); c) for other buildings and premises in the absence of special requirements -0.8
kN/m (80 kgf/m); For service platforms, bridges, roof railings intended for
short stay of people, the standard value of the horizontal concentrated load on the handrails of the handrails should be taken as 0.3 kN (30 kgf) (anywhere along the length of the handrail), unless the construction specifications based on technological solutions require a higher load value.
For the loads specified in paragraphs. 3.10 and 3.11, the load safety factor should be taken as γf = 1.2.
4. LOADS FROM BRIDGE AND SUSPENDED CRANES
4.1. Loads from overhead and overhead cranes should be determined depending on the groups of their operating modes established by GOST 25546-82, depending on the type of drive and the method of suspending the load. An approximate list of overhead and overhead cranes of different groups of operating modes is given in reference Appendix 1.
4.2. Full standard values of vertical loads transmitted by crane wheels to crane track beams and other data necessary for calculation should be taken in accordance with the requirements of state standards for cranes, and for non-standard cranes - in accordance with the data specified in the manufacturers' passports.
P Note: The crane runway refers to both beams carrying one overhead crane,
And all beams supporting one suspended crane (two beams - with a single-span, three - with a two-span suspended crane, etc.).
4.3. The standard value of the horizontal load directed along the crane runway and caused by the braking of the electric crane bridge should be taken equal to
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The standards apply to the design of building structures and foundations of buildings and structures and establish the basic provisions and rules for determining and taking into account permanent and temporary loads and impacts, as well as their combinations. Loads and impacts on building structures and foundations of buildings and structures differ from traditional ones and can be determined according to special technical conditions
Since July 1, 2015, the document has not been updated - the updated version is in effect.
Valid from 01/01/1987 to 07/01/2015.
Instead:
SNiP II-6-74 Loads and impacts;
- clauses 13.2-13.4 and 14.1-14.3
Document approved:
Gosstroy of the USSR (State Committee of the Council of Ministers of the USSR for Construction Affairs), Resolution No. 135 of 08/29/1985
Effective date: 01/01/1987
Publications: GP TsPP, 1996; State Unitary Enterprise TsPP, 2003
A comment: SNiP 2.01.07-85 "Loads and impacts" added section. 10 "Deflections and displacements."
According to the following are mandatory: sections 1 - 9; Appendix 5 (maps 1 - 7, additions to maps 1, 4).
The updated version has been in effect since May 20, 2011
Explanation from the Ministry of Regional Development on the applicability of this SNiPa given in
Table of contents.
1. General Provisions
Load classification
Load combinations
2 Weight of structures and soils
3 Loads from equipment, people, animals, stored materials and products
Determination of loads from equipment, stored materials and products
Evenly distributed loads
Concentrated loads and loads on railings
4 Loads from overhead and overhead cranes
5 Snow loads
6 Wind loads
7 Ice loads
8 Temperature climatic influences
9 Other loads
10 Deflections and movements
General instructions
Vertical maximum deflections of structural elements
Horizontal maximum deflections of columns and brake structures from crane loads
Horizontal maximum displacements and deflections of frame buildings, individual structural elements and supports of conveyor galleries from wind loads, tilting of foundations and temperature climatic influences
Limit deflections of interfloor ceiling elements due to pre-compression forces
Appendix 1. For reference. Overhead and overhead cranes of different groups of operating modes (approximate list)
Appendix 2. Mandatory. Load from crane impact on dead stop
Appendix 3. Mandatory. Snow load patterns and µ coefficients
Appendix 4. Mandatory. Wind load patterns and aerodynamic coefficients with
Appendix 5. Mandatory. Maps of zoning of the territory of the USSR according to climatic characteristics
Appendix 6. Recommended. Determination of deflections and movements
Appendix 7. Mandatory. Accounting for the liability of buildings and structures