SNiP 2.01.07-85 (E) Loads and Effects.

CONSTRUCTION STANDARDS AND REGULATIONS

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LOADS AND EFFECTS

SNiP 2.01.07-85*

OFFICIAL PUBLICATION

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USSR STATE COMMITTEE FOR CONSTRUCTION

* Translator’s note: This is a translation of marked excerpts from the whole document. Omitted text passages are indicated by ellipsis points ( . . . ).

CONTENTS Page

1. GENERAL............................................................................................................................................

CLASSIFICATION OF LOADS................................................................................................................LOAD COMBINATIONS..........................................................................................................................

2. WEIGHT OF STRUCTURES AND SOILS........................................................................................

3. LOADS FROM EQUIPMENT, PEOPLE, ANIMALS, AND STORED MATERIALS AND ITEMS......................................................................................................................................................

DETERMINATION OF LOADS FROM EQUIPMENT AND FROM STORED MATERIALS AND OBJECTS..................................................................................................................................................UNIFORMLY DISTRIBUTED LOADS.....................................................................................................CONCENTRATED LOADS AND LOADS ON BANISTERS....................................................................

4. LOADS FROM TRAVELING AND UNDERRUNNING CRANES..................................................

5. SNOW LOADS....................................................................................................................................

6. WIND LOADS.....................................................................................................................................

7. ICE LOADS.........................................................................................................................................

8. CLIMATIC THERMAL LOADS.......................................................................................................

APPENDIX 1 (REFERENCE). TRAVELING AND UNDERRUNNING CRANES OF DIFFERENT GROUPS OF OPERATING CONDITIONS (A SAMPLE LIST)..........................................................

APPENDIX 2 (MANDATORY). LOAD FROM CRANE IMPACT AGAINST BUFFER STOP........

APPENDIX 3 (MANDATORY). SNOW-LOAD PATTERNS AND FACTORS ................................

APPENDIX 4 (MANDATORY). PATTERNS OF WIND LOADS AND AERODYNAMIC COEFFICIENTS C....................................................................................................

APPENDIX 5 (MANDATORY). ZONATION MAPS OF THE TERRITORY OF THE USSR BY CLIMATIC CHARACTERISTICS...................................................................................................

APPENDICES TO DECREES NO. 41 OF USSR GOSSTROI OF MARCH 19, 1981 AND NO. 196 OF JULY 29, 1982. RULES FOR TAKING ACCOUNT OF THE CRITICALITY OF BUILDINGS AND STRUCTURES IN STRUCTURAL DESIGN................................................................................

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SNiP 2.01.07-85

USSR State Committee Construction Standards and Regulations SNiP 2.01.07-85for Construction (USSR Gosstroi) Loads and Effects Replacing Chapter of SNiP II-6-74

These Standards apply to the design of building structures and the foundations of build-ings and structures and set the basic regulations and rules for determining and allowing for per-manent and temporary loads and effects, as well as combinations thereof.

Loads and effects on building structures and the foundations of nontraditional buildings and structures may be determined from special technical specifications.

Notes:1. Hereinafter, wherever possible the term “ef-

fect” is omitted and is replaced by the term “load,” and the phrase “buildings and structures” is replaced by the word “structures.”

2. During rebuilding, the design values of loads shall be determined on the basis of results of an inspection of existing structures; here, atmospheric loads may be adopted with consideration for Goskomgidromet [USSR State Committee for Hydrometeorology and Environmental Monitoring] data.

1. GENERAL

1.1. The design process shall take into ac-count loads that arise during the erection and operation of structures, and also during the fab-rication, storage, and transportation of building structures.

1.2. The basic characteristics of loads that are set in these standards are their standard values.

A load of a specific type generally is char-acterized by a single standard value. Two stan-dard values are set for loads from people, ani-mals, and equipment on the floors of residential, public, and agricultural buildings, from travel-ing and underrunning cranes, from snow, and from climatic thermal loads: the full value and the reduced value (the latter is brought into the analysis when allowance must be made for the duration of loads, during endurance tests, and in other cases specified in design standards for structures and foundations).

1.3. The design value of a load shall be determined as the product of its standard value

by the load safety factor f, which corresponds to the limiting state in question and is adopted as follows:a) In strength and stability analyses it is adopt-

ed per items 2.2, 3.4, 3.7, 3.11, 4.8, 5.7, 6.11, 7.3, and 8.7;

b) In a durability analysis it is assumed to be 1;c) In strain or deformation analyses it is as-

sumed to be 1 unless other values are set in design standards for structures and foun-dations;

d) In analyses for other types of limiting states it is adopted on the basis of design standards for structures and foundations.

If statistical data are available, load design values may be determined directly from the probability that they will be exceeded.

In the design of structures and foundations for conditions under which buildings and struc-tures are being erected, the design values of snow, wind, ice, and climatic thermal loads shall be reduced by 20%.

If strength and stability analyses must be done for cases of fire, blasts, and collisions of vehicles with parts of structures, the load safety factors for all loads taken into account shall be assumed to be 1.

Note: For loads with two standard values the cor-responding design values shall be determined with an identical load safety factor (for the limiting state in question).

CLASSIFICATION OF LOADS

1.4. Depending on the duration of loads, a distinction shall be made between permanent and temporary (sustained, transient, special) loads.

1.5. Loads that arise during the fabrica-tion, storage, and transportation of structures and during the erection of structures shall be treated as transient loads in calculations.

Loads that arise in the stage of operation of structures shall be taken into account per items 1.6–1.9.

1.6. The following shall be classified as permanent loads:

Introduced by the Kucherenko Central Scientific Research Institute of Building

Structures of USSR Gosstroi

Approved by Decree No. 135 of the USSR State Committee for Construction

of August 29, 1985

Effective date:January 1, 1987

Official publication

1

a) The weight of parts of structures, including the weight of bearing and enclosing building structures;

b) The weight and pressure of soils (embankments, backfill) and rock pressure.

Prestress forces retained in a structure or foun-dation shall be treated in calculations (analyses) as forces from permanent loads.

1.7. The following shall be classified as sustained loads:a) The weight of temporary partitions and grout and

concrete bedding for equipment;b) The weight of stationary equipment: machine

tools, apparatus, motors, tanks, piping with fittings, supports, and insulation, belt transporters, conveyors, and permanent hoists with their cables and guides, as well as the weight of any fluids and solids that fill equipment;

c) The pressure of gases, liquids, and bulk materials in tanks and pipes, air overpressure and underpressure occurring when shafts are ventilated;

d) Loads on floors from stored materials and shelving in enclosed storage areas, coolers, grain silos, book repositories, archives, and other such enclosed areas;

e) Thermal loads from stationary equipment;f) The weight of the water layer on water-filled flat

roofs;g) The weight of industrial dust deposits if dust

accumulation has not been prevent through appropriate measures;

h) Loads from people, animals, and equipment on the floors of residential, public, and agricultural buildings with the reduced standard values given in Table 3;

i) Vertical loads from traveling and underrunning cranes with a reduced standard value, as determined by multiplying the full standard value of the vertical load from one crane (see Item 4.2) in each bay of the building by a factor of 0.5 for groups 4K–6K of crane operating conditions, 0.6 for group 7K of crane operating conditions, and 0.7 for group 8K of crane operating conditions. Groups of crane operating conditions shall be adopted per GOST [USSR State Standard] 25546-82;

j) Snow loads with a reduced standard value determined by multiplying the full standard value according to the instructions in Item 5.1 by a factor of 0.3 for snow region III, 0.5 for snow region IV, and 0.6 for snow regions V and VI;

k) Thermal climatic effects with reduced standard values determined according to the instructions

in items 8.2–8.6, provided that 1 = 2 = 3 = 4

= 5 = 0, I = VII = 0;l) Effects due to deformations of the foundation

that are not accompanied by a fundamental change in ground structure or by thawing of permafrost;

m) Effects due to a change in the moisture content, shrinkage, and creep of materials.

1.8. The following shall be classified as transient loads:a) Loads from equipment that arise under start-stop,

transient, and test conditions, and also when the equipment is being moved or replaced;

b) The weight of people and of repair materials in equipment maintenance and repair areas;

c) Loads from people, animals, and equipment on the floors of residential, public, and agricultural buildings with full standard values, except the loads indicated in Item 1.7 a, b, d, and e;

d) Loads from mobile hoisting and conveying machinery (loaders, battery trucks, piler cranes, telphers, and traveling and underrunning cranes with a full standard valve);

e) Snow loads with a full standard value;f) Climatic thermal loads with a full standard

value;g) Wind loads;h) Ice loads.

1.9. The following shall be classified as special loads:a) Seismic loads;b) Explosive loads;c) Loads due to abrupt changes in the production

process or to a temporary malfunction or breakage of equipment;

d) Loads due to deformations of the foundation, accompanied by a fundamental change in ground structure (when subsidence-prone soils become wet) or to ground subsidence in areas of mine workings and in karsts.

LOAD COMBINATIONS

1.10. The design of structures and foundations for limiting states of groups 1 and 2 shall take account of the most unfavorable combinations of loads or corresponding forces.

These combinations shall be determined from an analysis of real scenarios in which different loads act at the same time for the stage of operation under consideration for the structure or foundation, with consideration for the possible appearance of different patterns of application of temporary loads or in the absence of some of the loads.

1.11. Depending on the composition of the loads in question, a distinction shall be drawn between:

a) Basic load combinations, consisting of per-manent, sustained, and transient loads;

b) Special load combinations, consisting of per-manent, sustained, and transient loads and a special load.

Temporary loads with two standard values shall be included in combinations as sustained loads when the reduced standard value is taken into account, or as transient loads when the full standard value is taken into account.

The transient loads indicated in Item 1.8 do not have to be taken into account in special load combinations that include explosive loads or loads due to a collision of vehicles with parts of structures.

1.12. When combinations that include per-manent and at least two temporary loads are taken into account, the design values of the temporary loads or the corresponding forces shall be multiplied by combination factors equal to: In basic combinations, 1 = 0.95 for sustained

loads and 2 = 0.9 for transient loads; In special combinations 1 = 0.95 for sustained

loads and 2 = 0.8 for transient loads, except in cases specified in design standards for structures for seismic regions and in other design standards for structures and foundations. Here, the special load shall be adopted without reduction.

When allowance is made for basic com-binations that include permanent loads and one temporary load (sustained or transient), the factors 1 and 2 shall not be introduced.

Note: In basic combinations where three or more tran-sient loads are taken into account, their design values may be multiplied by a combination factor 2 of 0.1 for the first (in terms of the extent of its effect) transient load, 0.8 for the second, and 0.6 for any others.

1.13. When load combinations are taken into account per the instructions in Item 1.12, the following shall be taken as one temporary load:a) A load of a specific kind from one source (pres-

sure or rarefaction in a tank; snow, wind, or ice loads; climatic thermal loads; the load from a single loader, a battery truck, or a traveling or underrunning crane);

b) The load from several sources if their combined action is taken into account in the standard and design values of the load (the load from equipment, people, and stored materials on one or several floors, with consideration for the factors A and n given in items 3.8 and 3.9; the load from several traveling or underrunning cranes with the factor given in Item 4.17; and the ice-and-wind load determined per Item 7.4).

2. WEIGHT OF STRUCTURES AND SOILS

2.1. The standard value of the weight of as-made structures shall be determined on the basis of standards, working drawings, or manufacturers’ certificate data, while the standard value for other building structures and ground shall be determined from the design dimensions and density of the materials and ground with consideration for their moisture content under the conditions under which the structures are erected and operated.

2.2. The load safety factors f for the weight of building structures and ground are presented in Table 1.

Table 1

Structures and ground type Load safety factor f

Structures:Metal 1.05Concrete (with an average density of 1600 kg/m3 or less), reinforced-concrete, masonry, reinforced-stone, wooden

1.1

Concrete (with an average density of 1600 kg/m3 or less), insulation, bal-ancing, and finishing layers (slabs, materials in rolls, backfill, braces, etc.) made: Under factory conditions 1.2 At the construction site 1.3Ground/soils: In situ 1.1 Filled soil 1.15

Notes:1. When structures are checked for positional

resistance to overturning, and in other cases where a reduction of the weight of structures and ground may impair the operating conditions of structures, an analysis shall be performed using a load safety factor f = 0.9 for the weight of the structure or of a part thereof.

2. When loads from the ground are determined, allowance shall be made for loads from stored materials, equipment, and vehicles that are transferred to the ground.

3. For metal structures in which the forces from their own weight exceed 50% of the total forces, f = 1.1 shall be used.

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3. LOADS FROM EQUIPMENT, PEOPLE, ANIMALS, AND STORED MATERIALS AND

ITEMS

3.1. The standards in this section shall apply to loads from people, animals, equipment, items,

materials, and temporary partitions that act on the floors of buildings and on floors on the ground.

Scenarios in which floors are subjected to these loads shall be consistent with the expected conditions of erection and operation of buildings. If data on these conditions are inadequate in the conceptual design stage, the design of structures and foundations must consider the following options for loading of individual floors: Continuous loading under the assumed load; Unfavorable partial loading in the design of

structures and foundations sensitive to such a loading scheme;

The absence of a temporary load.The total temporary load on the floors of a

multistory building when they are subjected to partial unfavorable loading must not exceed the load in the case of continuous loading of floors, as determined with consideration for the factors of the combinations n, whose values are calculated from Eqs. (3) and (4).

DETERMINATION OF LOADS FROM EQUIPMENT AND FROM STORED MATERIALS AND OBJECTS

3.2. Loads from equipment (including pipes and vehicles) and from stored materials and objects shall be set forth in the construction specification on the basis of engineering decisions that must give:a) The locations and dimensions possible on each

floor and on floors on the ground, of equipment supports, the dimensions of warehousing and storage areas for materials and products, and places where equipment may come together while in operation or during a change of layout;

b) For machinery with dynamic loads, the standard values of loads and load safety factors used according to the instructions set forth in these standards shall be the standard values of inertial forces and load safety factors for inertial forces, as well as other essential characteristics.

If the actual loads on a floor are replaced by equivalent uniformly distributed loads, the latter shall be determined computationally and shall be set on a differentiated basis for different structural members (slabs, pony girders, collar beams, columns, foundations). The equivalent-load values adopted shall ensure the load-bearing capacity and stiffness of structural members that are required by their actual loading conditions. The full standard values of the equivalent uniformly distributed loads for industrial and warehouse facilities shall be at least 3.0 kPa (300 kgf/m2) for slabs and pony girders and at least 2.0 kPa (200 kgf/m2) for collar beams, columns, and foundations.

Allowing for a prospective increase in loads from equipment and stored materials is permitted provided that a feasibility study has been done.

3.3. The standard value of the weight of equipment, including pipes, shall be determined on the basis of standards or catalogs, and for nonstandard equipment the determination shall be based on the manufacturer’s certificate data or working drawings.

The load from equipment weight shall include the weight of the installation or machine itself (including the drive, permanent accessories, supports, and grout and concrete bedding), the weight of insulation, equipment fillers that are possible in operation, the heaviest part to be processed, the weight of freight to be transported that corresponds to nominal hoisting capacity, and so forth.

Equipment loads on floors and floors on the ground shall be adopted as a function of the condi-tions of equipment placement and possible move-ment of equipment in operation. Here provision shall be made for measures that will eliminate the need for reinforcement of bearing structures due to the movement of process equipment during wiring or operation of the building.

In an analysis of various members, the number of loaders or battery trucks taken into account at once and their positions on the floor shall be taken from the construction specification on the basis of engineering decisions.

The dynamic effects of vertical loads from loaders and battery trucks may be taken into account by multiplying the standard values of the static loads by an impact factor of 1.2.

3.4. The load safety factors f for equipment weight are presented in Table 2.

Table 2

Weight of Load safety factor f

Stationary equipment 1.05Insulation of stationary equipment 1.2Fillers of equipment (including tanks and pipes): Fluids 1.0 Suspensions, slurries, bulk solids 1.1Loaders and battery trucks (carrying a load

1.2

UNIFORMLY DISTRIBUTED LOADS

3.5. The standard values of uniformed distributed temporary loads on floor slabs, stairways, and floors on the ground are presented in Table 3.

3.6. The standard values of loads on collar beams and floor slabs from the weight of temporary

partitions shall be based on their design, their location, and the way in which they rest on floors and walls. The aforementioned loads may be taken into account as uniformly distributed additional loads , and their standard values shall be based on an analysis for presumed placement schemes for partitions but shall be at least 0.5 kPa (50 kgf/m2).

3.7. The load safety factors f for uniformly distributed loads shall be: 1.3 for a full standard value of less than 2.0 kPa

(200 kgf/m2); 1.2 for a full standard value of 2.0 kPa (200

kgf/m2) or more.The load safety factor from the weight of

temporary partitions shall be adopted according to the instructions in Item 2.2.

3.8. In the design of beams, collar beams, and slabs, as well as columns and foundations that accept loads from one floor, the full standard load values indicated in Table 3 shall be reduced as a function of the load area A (m2) of the element being designed, by multiplying by a combination factor A of:a) For the enclosed areas specified in items 1, 2,

and 12a (when A > A1 = 9 m2):

(1)

b) For the enclosed areas specified in items 4, 11, and 12b (when A > A2 – 36 m2):

(2)

Note: In the design of walls that accept loads from one floor, the values of the loads shall be reduced as a function of the load area A of the members being designed (slabs, beams) that rest on the walls.

3.9. When the longitudinal forces for design of columns, walls, and foundations that accept loads from two or more floors are being determined, the full standard values of the loads indicated in Table 3 shall be reduced by multiplying by the combination factor n:a) For the enclosed areas indicated in items 1, 2,

and 12a:

(3)

b) For the enclosed areas indicated in items 4, 11, and 12b:

(4)

where A1 and A2 are determined per Item 3.8, and n is the total number of floors (for the enclosed areas indicated in Table 3, items 1, 2, 4, 11, 12a, and 12b) the loads from which are taken into account in the design of the relevant cross section of a column, wall, or foundation.

Note: When bending moments in columns and walls are determined, allowance shall be made for the decrease in loads for adjoining beams and collar beams according to the instructions in Item 3.8.

CONCENTRATED LOADS AND LOADS ON BANISTERS

3.10. Load-bearing members of floors, roofs, stairways, and balconies (loggias) shall be checked for the concentrated vertical load applied to the member in the least-favorable position on a square with sides of no more than 10 cm (in the absence of other temporary loads). Unless the construction specification based on engineering decisions mandates higher standard values of concentrated loads, they shall be:a) 1.5 kN (150 kgf) for floors and stairways;b) 1.0 kN (100 kgf) for attic floors, roofs, terraces,

and balconies;

Table 3

Buildings and Standard load values p in kPa (kgf/m2)enclosed areas Full Reduced

. . .

2. Official spaces for administrative, engineering, tech-nical, and scientific personnel of organizations and institutions; classrooms in educational institutions; everyday-service areas (cloakrooms, showers, wash-rooms, restrooms) of industrial enterprises and public buildings and structures

2.0 (200) 0.7 (70)

. . .

4. Halls/large roomsa) Reading rooms 2.0 (200) 0.7 (70)b) Dining rooms (in cafes, restaurants, and dining halls)

3.0 (300) 1.0 (100)

c) Meeting and assembly halls, waiting rooms, auditoriums, concert halls, athletic halls

4.0 (400) 1.4 (140)

d) Trade, exhibition, and exposition halls At least4.0 (400)

At least1.4 (140)

. . .

9. Roofs in areas:a) Where people may gather (people emerging from industrial areas, halls, auditoriums, etc.)

4.0 (400) 1.4 (140)

b) Used for relaxation 1.5 (150) 0.5 (50)c) Other areas 0.5 (50) —

. . .

11. Equipment maintenance and repair areas in enclosed industrial areas

At least1.5 (150)

—

12. Vestibules, foyers, corridors, stairways (with connected passages) bordering on the enclosed areas indicated in items:a) 1, 2, and 3 3.0 (300) 1.0 (100)b) 4, 5, 6, and 11 4.0 (400) 1.4 (140)c) 7 5.0 (500) 1.8 (180)

. . .

Notes:. . .2. The loads indicated in Item 9 shall be used without the snow load.. . .

c) 0.5 kN (50 kgf) for roofs on which move-ment is possible only by means of cranes and catwalks.

Members designed for local loads from equipment and vehicles that are possible during erection and operation may be checked for the indicated concentrated load.

. . .

3.11.. . .

c) 0.8 kN/m (80 kgf/m) for other buildings and enclosed areas in the absence of special requirements.

For maintenance platforms, catwalks, and guardrails around roofs intended for brief stays by people, the standard value of the horizontal concentrated load on the handrails of banisters shall be 0.3 kN (30 kgf) (at any point along the handrail) unless a larger load value is required under a construction specification based on en-gineering decisions.

For the loads indicated in items 3.10 and 3.11, the load safety factor f = 1.2 shall be used.

4. LOADS FROM TRAVELING AND UNDERRUNNING CRANES

4.1. Loads from traveling and underrun-ning cranes shall be determined in relation to groups of operating conditions set for them in GOST 25546-82, the type of drive, and the method of load suspension. A sample list of traveling and auxiliary cranes belonging to dif-ferent groups of operating conditions is pre-sented in reference Appendix 1.

4.2. The full standard values of vertical loads transferred by crane wheels to the I-beams of the crane track and other data necessary for calculation shall comply with the requirements of state standard for cranes, and in the case of nonstandard cranes they shall comply with the data given in manufacturers’ certificates.

Note: By a “crane track” are meant both I-beams carrying a single traveling crane and all I-beams car-rying a single underrunning crane (two I-beams in the case of a single-span crane, three in the case of a double-span crane, etc.).

4.3. The standard value of the horizontal load directed along the crane track and gener-ated by the braking of an electric-crane bridge shall be assumed to be 0.1 the full standard value of the vertical load on the brakewheels of the side of the crane in question.

4.4. The standard value of the horizontal load directed across the crane track and generat-ed by the braking of the electric trolley shall be: 0.05 the sum of the lifting capacity of the

crane and the weight of the trolley for cranes with a flexible load suspension; and

0.1 the sum of the lifting capacity of the crane and the weight of the trolley for cranes with a rigid load suspension.

This load shall be taken into account in the design of bents of buildings and I-beams of crane tracks. It is assumed here that the load is transferred to one side (I-beam) of the crane track, is distributed equally among all crane wheels resting on it, and can be directed either into or away from the bay in question.

4.5. For each running wheel of a crane the standard value of the horizontal load directed across the crane track and generated by mis-alignments of electric traveling cranes and non-parallelism of crane tracks (by a side force) shall be 0.1 the full standard value of the vertical load on the wheel.

This load must be taken into account only in strength and stability analyses for the I-beams of crane tracks and their mounts to columns in buildings with cranes of groups 7K and 8K of operating conditions. It is assumed here that the load is transferred to the crane-track I-beam from all wheels on one side of the crane, and may directed either into or away from the build-ing bay in question. The load indicated in Item 4.4 shall not be taken into account together with the lateral force.

4.6. The horizontal loads from braking of the crane bridge and trolley and the lateral forces shall be considered to be applied at the point of contact of the crane running wheels with the rail.

4.7. The standard value of the horizontal load directed along the crane track and gener-ated by the impact of the crane against the buffer stop shall be determined according to the instructions presented in mandatory Appendix 2. This load must be taken into account only in the design of the stops and their mounts to the crane-track I-beams.

4.8. The load safety factor for crane loads shall be f – 1.1.

Note. When allowance is made for the local and dy-namic action of the concentrated vertical load from one crane wheel, the full standard value of this load shall be multiplied, in a strength analysis for crane-track I-beams, by an additional factor f1 equal to:1.6 — for group 8K of crane operating conditions

with rigid load suspension;

1.4 — for group 8K of crane operating conditions with flexible load suspension;

1.3 — for group 7K of crane operating conditions; and

1.1 — for other groups of crane operating conditions.When the local stability of the I-beam walls is

checked, the value of the additional factor shall be 1.1.

4.9. In strength and stability analyses of crane-track I-beams and their mounts to load-bearing structures, the design values of vertical crane loads shall be multiplied by an impact factor of:If the column spacing does not exceed 12 m: 1.2 for group 8K of operating conditions of

traveling cranes; 1.1 for groups 6K and 7K of operating con-

ditions of traveling cranes, and also for all groups of operating conditions of underrun-ning cranes;

If the column spacing is greater than 12 m: 1.1 for group 8K of operating conditions of

traveling cranes.The design values of the horizontal loads

from traveling cranes of group 8K of operating conditions shall be taken into account with an impact factor of 1.1.

In other cases the impact factor shall be assumed to be 1.0.

In a durability analysis of structures, in checks of the flexure of crane-track I-beams and movements of columns, and in making allow-ance for the local action of the concentrated ver-tical load from one crane wheel, the impact fac-tor shall not be taken into account.

4.10. Vertical loads in strength and sta-bility analyses of crane-track I-beams shall be taken into account from no more than the two traveling or underrunning cranes that present the least-favorable load.

4.11. In strength and stability analyses of frames, columns, foundations, and bases in buildings with traveling cranes in several spans (in each span on one tier), the vertical loads on each track shall be assumed to come from no more than the two cranes that present the least-favorable load, or if cranes of different spans are combined in a single section the vertical loads shall be assumed to come from no more than the four cranes that present the least-favorable load.

4.12. In strength and stability analyses of frames, columns, roof and under-the-rafters structures, foundations, and bases of buildings with underrunning cranes on one or several tracks shall be assumed, on each track, to come

from no more than the two cranes that present the least-favorable load. When underrunning cranes operating on different tracks are com-bined in one section, the vertical loads shall be assumed: To come from no more than two cranes — for

columns, under-the-rafters structures, founda-tions, and bases of the outer row when there are two crane tracks in the span;

To come from no more than four cranes:— For columns, under-the-rafters structures,

foundations, and bases of the middle row;— For columns, under-the-rafters structures,

foundations, and bases of the outer row when there are three crane tracks in a span;

— For roof structures when there are two or three crane tracks in a span.

4.13. In a strength and stability analysis of crane-track I-beams, columns, frames, roof and under-the-rafters structures, foundations, and bases, horizontal loads shall be taken into ac-count from no more than the two cranes that present the least-favorable load and that are located on a single crane track or on different tracks in one section. For each crane, allowance shall be made for just one horizontal load (trans-verse or longitudinal).

4.14. The number of cranes taken into ac-count in strength and stability analyses during a determination of vertical and horizontal loads from traveling cranes on two or more tiers in a span and when the span contains at the same time both underrunning and traveling cranes intended to transfer the load from one crane to another by means of transfer platforms shall be taken from the construction specification on the basis of engineering decisions.

4.15. When vertical and horizontal bend-ing of crane-track I-beams and horizontal move-ments of columns are determined, allowance shall be made for the load from the single crane that presents the least-favorable load.

4.16. If one crane is present on the crane track and if a second crane will not be installed during operation of the structure, only the loads on this track from the single crane shall be taken into account.

4.17. When allowance is made for two cranes, the loads from them shall be multiplied by the following combination factor:

= 0.85 for groups 1K–6K of crane operating conditions;

= 0.95 for groups 7K and 8K of crane operating conditions.

When allowance is made for four cranes, the loads from them shall be multiplied by the following combination factor:

= 0.7 for groups 1K–6K of crane operating conditions;

= 0.8 for groups 7K and 8K of crane operating conditions.

When allowance is made for one crane, the vertical and horizontal loads from it shall be adopted without any reduction.

4.18. In a durability analysis of the I-beams of crane tracks for electric traveling cranes and the mounts of these I-beams on the load-bearing structures, allowance shall be made for the reduced standard load values per Item 1.7i. Here, to check the durability of the walls of the I-beams in the area where the concentrated vertical load from one crane wheel is at work, the reduced standard values of the vertical force of a wheel shall be multiplied by the factor taken into account in the strength analysis of crane-track I-beams according to the note to Item 4.8. The groups of crane operating conditions under which a durability analysis must be performed shall be specified by the design standards for structures.

5. SNOW LOADS

5.1. The full standard value s of the snow load on the horizontal projection of a roof shall be determined from the equation:

s = s0, (5)

where s0 is the standard value of the weight of the snow cover per square meter of horizontal

ground surface, as adopted per Item 5.2; and is the conversion factor for going from the weight of ground snow cover to the snow load on a roof, as adopted per items 5.3–5.6.

5.2. The standard value of the weight of the snow cover s0 per square meter of horizontal ground surface shall be adopted as a function of the snow region of the USSR per the data in Table 4.

5.3. The snow-load distribution schemes and values of the factors shall comply with mandatory Appendix 3; here, intermediate val-ues of shall be determined by linear inter-polation.

In cases where the least-favorable operating conditions of structural members arise under partial loading, consideration shall be given to schemes with a snow load acting on half or a quarter of the span (or, for roofs with lanterns, on sections of width b).

Note: When necessary, the snow loads shall be determined with consideration for anticipated future expansion of the building.

5.4. The scenarios with increased local snow loads that are given in mandatory Appen-dix 3 shall be taken into account in the analysis of slabs, flooring, and purlins of roofs, and also in the analysis of those load-bearing structural members (girders, beams, columns, etc.) for which the aforementioned scenarios define cross-sectional dimensions.

Note: In structural analysis it is permitted to use simplified snow-load diagrams that are equivalent to the load diagrams presented in mandatory Appendix 3. In the analysis of frames and columns of industrial buildings it is permitted to take into account only a uniformly distributed snow load, except at points of height differences on roofs, where the increased snow load must be taken into consideration.

Table 4

Snow regions of USSR (per Map 1 in mandatory

Appendix 5)

I II III IV V VI

s0, kPa (kgf/m2) 0.5 (50) 0.7 (70) 1.0 (100) 1.5 (150) 2.0 (200) 2.5 (250)

Note: The standard value of the weight of snow cover in mountainous and little-studied regions marked on Map 1 of mandatory Appendix 5 and at points with an altitude above sea level greater than 1500 m and in places with complex terrain shall be set on the basis of Goskomgidromet data. The average value of peak annual water reserves according to the results of snow surveys in an area protected from exposure to the wind over a period of at least 10 years shall be used as the standard value of the weight of snow cover s0.

5.5. The factors determined per the in-structions for diagrams 1, 2, 5, and 6 in manda-tory Appendix 3 for gently sloping roofs (with

slopes up to 12% or with f/l < 0.05) of single- and multibay buildings without lanterns that are planned for regions with an average wind speed

v 2 m/sec in the 3 coldest months shall be reduced by multiplying them by the factor k = 1.2* – 0.1v.

For roofs with slopes of 12 to 20% on single- and multibay buildings without lanterns that are designed in regions with v 4 m/sec, the factors determined per the instructions for diagrams 1 and 5 in mandatory Appendix 3 shall be reduced by multiplying them by a factor of 0.85.

The average wind speed v for the 3 coldest months shall be taken from Map 2 of mandatory Appendix 5.

In the cases indicated, for buildings with a width b of up to 90 m and a height h > 10 m, the factor k must be further reduced by multiplying by the factor

but by at least 0.7.The reduction of the snow load called for

in this item shall not apply to:a) The roofs of buildings in regions with an av-

erage monthly air temperature in January higher than –5°C (see Map 5 in mandatory Appendix 5);

b) The roofs of buildings protected from direct exposure to the wind by taller nearby build-ings at a distance less than 10h1, where h1 is the height difference between the nearby building and the building being designed;

c) On roof sections with lengths b, b1, and b2 by point where there are differences in the heights of buildings and parapets (see dia-grams 8–11 in mandatory Appendix 3).

5.6. When snow loads are being deter-mined for uninsulated roofs of shops with high heat releases, if the roof slopes are greater than 3%, and melt water is properly drained, the fac-tors shall be reduced by 20%, regardless of the decrease specified in Item 5.5.

5.7. The load safety factory f for the snow load shall be 1.4. In the analysis of structural members of a roof for which the ratio of the standard value allowed for a uniformly distributed load from the weight of the roof (including the weight of stationary equipment) to the standard value s0 of the weight of the snow cover is less than 0.8, f shall be 1.6.

* Translator’s note: The value “1.2” in the Russian document includes a handwritten strikeover that replaces the typeset value of “1.1.”

6. WIND LOADS

6.1. The wind load on a structure shall be considered as the aggregate of:a) The normal pressure we applied to the out-

side surface of the structure or member;b) The forces of friction wf directed along the

tangent to the outside surface and referred to the area of its horizontal projection (for shed (sawtooth) or corrugated roofs and roofs with lanterns) or vertical projection (for walls with loggias and similar structures);

c) The normal pressure wi applied to the inside surfaces of buildings with permeable enclo-sures, with openings that come open or that are permanently open,

or as the normal pressure wx, wy, which is due to the overall strength of the structure in the direc-tion of the x and y axes and which is condi-tionally applied to the projection of the structure onto the plane perpendicular to the correspond-ing axis.

6.2. The wind load shall be determined as the sum of the average and fluctuating compo-nents.

In the determination of the internal pres-sure wi and in the design of multistory buildings up to 40 m high and single-story industrial buildings up to 36 m high with a height-to-span ratio of less than 1.5 that are located in terrain of types A and B (see Item 6.5), the fluctuating component of the wind load does not have to be taken into account.

6.3. The standard value of the average component wm of the wind load at a height z above ground surface shall be determined from the equation:

wm = w0kc, (6)

where w0 is the standard value of the wind pres-sure (see Item 6.4); k is a factor that takes ac-count of the height dependence of wind pressure (see Item 6.5); and c is an aerodynamic coef-ficient (see Item 6.6).

Table 5

Wind regions of USSR (per Map 3 in mandatory

Appendix 5)

Ia I II III IV V VI VII

w0, kPa (kgf/m2) 0.17 (17)

0.23 (23)

0.30 (30)

0.38 (38)

0.48 (48)

0.60 (60)

0.73 (73)

0.85 (85)

6.4. The standard value w0 of the wind pressure shall be based on the wind region of the USSR per the data in Table 5.

For mountainous and little-studied regions marked in Map 3, the standard value w0 of the wind pressure may be determined on the basis of data of Goskomgidromet weather stations and the results of inspections of construction regions with consideration for operating experience gained with structures. Here, the standard value w0 of the wind pressure (Pa) shall be determined from the equation:

w0 = 0.61v02, (7)

where v0 is the wind speed at a level of 10 m above ground surface for type A terrain that corresponds to a 10-min averaging interval and is exceeded on average once in 5 years (unless technical specifications approved through the prescribed procedure do not set other frequency-of-occurrence periods for wind speeds).

Table 6

Height z (m)

Factors k for terrain types

A B C

5 0.75 0.5 0.4

10 1.0 0.65 0.4

20 1.25 0.85 0.55

40 1.5 1.1 0.8

60 1.7 1.3 1.0

80 1.85 1.45 1.15

100 2.0 1.6 1.25

150 2.25 1.9 1.55

200 2.45 2.1 1.8

250 2.65 2.3 2.0

300 2.75 2.5 2.2

350 2.75 2.75 2.35

480 2.75 2.75 2.75

Note: When the wind load is determined, the terrain types may differ for different design wind directions.

6.5. The factors k, which take into account the dependence of wind pressure on height z, are

determined from Table 6 in relation to the type of terrain. The following terrain types are used:

A — open shores of seas, lakes, and water bodies, deserts, steppes, forest steppes, and tundra.

B — urban areas, forest tracts, and other terrain uniformly covered with obstacles more than 10 m high.

C — urban regions developed with build-ings more than 25 m high.

A structure shall be considered to be lo-cated in terrain of this type if this terrain is protected on the windward side of the structure at a distance of 30h if the height h of the struc-ture is up to 60 m, or at a distance of 2 km if the height is greater.

6.6. In determining the wind-load compo-nents we, wf, wi, wx, and wy, the corresponding values of the aerodynamic coefficients shall be used: external pressure ce, friction cf, internal pressure ci, and frontal resistance (drag) cx or cy, as taken from mandatory Appendix 4, where arrows show the wind direction. A plus sign by the factors ce or ci corresponds to the direc-tion of wind pressure onto the corresponding surface, while a minus sign corresponds to the direction away from the surface. Intermediate values of loads shall be determined by linear interpolation.

In the design of the mounts of enclosing elements on load-bearing structures in building corners and on the outer perimeter of the roof, allowance shall be made for local negative wind pressure with an aerodynamic coefficient ce = –2 distributed along the surfaces over a width of 1.5 m (Drawing 1).

In cases not addressed by mandatory Ap-pendix 4 (other forms of structures; allowance, with proper justification, for other wind-flow di-rections or components of the body’s total drag in other directions; etc.), the aerodynamic coef-ficients may be based on reference or experi-mental data or on the results of wind-tunnel tests of models of the structures.

Note. When the wind load on the surface of interior walls and partitions is determined in the absence of

an outer enclosure (in the stage of erection of the building), the aerodynamic coefficients of external pressure ce or frontal drag cx shall be used.

6.7. The standard value of the fluctuating component wp of the wind load at a height z shall be determined:a) From the following equation — for struc-

tures (and structural members thereof) for which the first natural frequency f1 (Hz) is greater than the limiting value of the natural frequency fl (see Item 6.8):

wp = wm, (8)

where wm is determined per Item 6.3; is the coefficient of wind-pressure fluctuations at level z, taken from Table 7; and is the spa-tial correlation coefficient of wind-pressure fluctuations (see Item 6.9);

Table 7

Height z(m)

Coefficients of wind-pressure fluctuations for terrain types

A B C

5 0.85 1.22 1.78

10 0.76 1.06 1.78

20 0.69 0.92 1.50

40 0.62 0.80 1.26

60 0.58 0.74 1.14

80 0.56 0.70 1.06

100 0.54 0.67 1.00

150 0.51 0.62 0.90

200 0.49 0.58 0.84

250 0.47 0.56 0.80

300 0.46 0.54 0.76

350 0.46 0.52 0.73

480 0.46 0.50 0.68

Drawing 1. Areas with increased negative wind pressure.

Drawing 2. Impact factors. 1) For reinforced-concrete and masonry structures, and also for steel-frame buildings in the absence of enclosing structures ( = 0.3); 2) for steel towers, masts, lined smokestacks, and tower-type apparatus, including those on reinforced-concrete pedestals ( = 0.15).

b) From the following equation — for struc-tures (and structural members thereof) that may be considered as a one-degree-of-free-dom system (bents of single-story industrial buildings, water towers, etc.) when f1 < fl:

wp = wm, (9)

where is the impact factor determined from Drawing 2 as a function of the parameter

and the logarithmic vibration decrement (see Item 6.8); f is the load safety factor (see Item 6.11); and w0 is the standard value (Pa) of the wind pressure (see Item 6.4);

c) From the following formula — for buildings symmetrical in plan for which f1 < fl and for all structures for which f1 < fl < f2 (where f2 is the second natural frequency of the struc-ture):

wp = my, (10)

where m is the weight of the structure at level z, referred to the surface area to which the wind load is applied; is the impact fac-tor (see Item 6.7b); y is the horizontal move-ment of the structure at level z at the first natural frequency (for buildings symmetrical in plan and of constant height, the displace-ment from a uniformly distributed, horizon-tally applied static load may be used as y);

and is a factor determined by separating the structure into r sectors (areas) within which the wind load is assumed to be con-stant, by using the equation:

(11)

where Mk is the weight of the k-th sector (area) of the structure; yk is the horizontal displacement of the center of the k-th sector; and wpk is the equivalent force of the fluc-tuating wind-load component found from Eq. (8) on the k-th sector of the structure.For multistory buildings with stiffness, weight, and windward surface width, standard value of the fluctuating wind-load component at level z could be determined from the equation:

wp = 1.4 (z/h) wph, (12)where wph is the standard value of the fluctuating wind-load component at level h of the top of the structure found from Eq. (8).

6.8. The limiting value of the natural fre-quency fl (Hz) at which the inertial forces that arise when there are vibrations at the corre-sponding normal mode shall be determined from Table 8.

For cylindrical structures, when f1 < fl an additional calculation must be done for eddy excitation (wind resonance).

The value of the logarithmic decrement of vibrations shall be:a) = 0.3 for reinforced-concrete and masonry

structures and for steel-frame buildings in the presence of enclosing structures;

b) = 0.15 for steel towers, masts, lined smokestacks, and column-type apparatus, including those on reinforced-concrete pedestals.

6.9. The pressure-fluctuation spatial corre-lation coefficient shall be determined for the design surface of the structure on which fluctua-tion correlation is taken into account.

The design surface includes those parts of the windward, leeward, and side walls, roof, and similar structures from which wind pressure is transferred to the structural member being analyzed.

Drawing 3. Basic coordinate system for deter-mining the correlation coefficient . KEY: up-per right: Wind direction.

If the design surface is close to a rectangle oriented so that its sides are parallel to the prin-cipal axes (Drawing 3), the factor shall be determined from Table 9 as a function of the parameters and from Table 10.

In analysis of the structure as a whole, the dimensions of the design surface shall be deter-mined with consideration for the instructions in mandatory Appendix 4; here, for a trussed struc-ture the dimensions of the design surface must be taken from its outer contour.

6.10. For structures for which f2 < fl, a dynamic analysis must be performed with con-sideration for the s of the first normal modes. The number s shall be determined from the fol-lowing condition:

Table 9

Coefficients for (m) of:

(m) 5 10 20 40 80 160 350

0.1 0.95 0.92 0.88 0.83 0.76 0.67 0.56

5 0.89 0.87 0.84 0.80 0.73 0.65 0.54

10 0.85 0.84 0.81 0.77 0.71 0.64 0.53

20 0.80 0.78 0.76 0.73 0.68 0.61 0.51

40 0.72 0.72 0.70 0.67 0.63 0.57 0.48

80 0.63 0.63 0.61 0.59 0.56 0.51 0.44

160 0.53 0.53 0.52 0.50 0.47 0.44 0.38

Table 10

Main coordinate plane parallel to which the design surface runs

zoy b h

zox 0.4a h

xoy b a

fs < fl < fs+1.

6.11. The wind-load safety factor f shall be assumed to be 1.4.

7. ICE LOADS

7.1. Ice loads shall be taken into account in the design of overhead power transmission and communications lines, contact networks of electric transport, antenna towers, and similar structures.

7.2. The standard value of the linear ice load i (N/m) for elements with a round cross section and a diameter of up to 70 mm inclu-sively (wires, cables, guywires, towers, guyropes, etc.) shall be determined from the equation:

i = bk1(d + bk1)g 10–3. (13)

The standard value of the surface ice load i (Pa) for other members (elements) shall be determined from the equation:

i = bk2g. (14)

In Eqs. (13) and (14) b is the thickness (mm) of the ice wall (exceeded once in 5 years) on elements with a round cross section and a diameter of 10 mm at a height of 10 m above ground surface, as taken from Table 11, or from Table 12 for a height of 200 m or more. For other repetition periods, the ice-wall thickness shall be taken from special technical specifica-tions approved through the prescribed proce-dure; k is a factor that takes into account the height dependence of ice-wall thickness and that is taken from Table 13; d is the diameter (mm) of the wire or cable; 1 is a factor that takes ac-count of the dependence of the ice-wall thick-

ness on the diameter of elements with a round cross section, as determined from Table 14; 2

is a factor that takes account of the ratio of the surface area of the element that is subjected to icing, to the total surface area of the element, and that is taken as 0.6; is the density of the ice, assumed to be 0.9 g/cm3; and g is the ac-celeration of gravity (m/sec2).

7.3. The load safety factor f for the ice load shall be assumed to be 1.3, except in cases stipulated in other regulatory documents.

7.4. The wind pressure on ice-covered ele-ments shall be assumed to be 25% of the stan-dard wind-pressure value w0 determined per Item 6.4.

Notes: 1. In certain regions of the USSR where combi-nations of significant wind speeds with large ice and frost deposits occur, the ice-wall thickness and densi-ty and the wind pressure shall be based on hard data. 2. When wind loads on elements of structures located at heights of more than 100 m above ground surface are determined, the diameter of iced wires and cables, as established with consideration for the ice-wall thickness given in Table 12, shall be multi-plied by a factor of 1.5.

7.5. Regardless of the height of structures, the air temperature in a glazed frost shall be as-sumed to be as follows: in mountain regions with elevations greater than 2000 m: –15°C, and from 1000 to 2000 m: –10°C; for the remaining territory of the USSR, for structures up to 100 m tall the figure shall be –5°C, and for those more than 100 m tall the figure shall be –10°C.

Note: In regions where a temperature below –15°C is observed in a glazed frost, the temperature shall be taken from hard data.

8. CLIMATIC THERMAL LOADS

8.1. In cases addressed by design standard for structures, allowance shall be made for the change t in average temperature with time and the temperature gradient over a cross section of the element.

8.2. The standard values of changes in average temperatures over the cross section of an element, tw in the warm part of the year and tc in the cold season, shall be determined from the equations:

tw = tw – t0c; (15)

tc = tc – t0w; (16)

Table 11

Ice-glaze regions of the USSR (taken from Map 4 of mandatory Appendix 5)

I II III IV V

Thickness b (mm) of ice wall At least 3 5 10 15 At least 20

Table 12

Height above ground level (m)

Ice-wall thickness b (mm) for different regions of the USSR

Glaze region I of the Asiatic part of

the USSR

Glaze region V and mountainous

terrains

Northern part of European part of

the USSR

Others

200 15 Based on special inspections

Taken from Map 4d of mandatory Ap-pendix 5

35

300 20 Same Same, from Map 4e 45

400 25 Same Same, from Map 4f 60

Table 13

Height above ground surface (m) 5 10 20 30 50 70 100

Factor k 0.8 1.0 1.2 1.4 1.6 1.8 2.0

Table 14

Diameter of wire, rope, or cable (mm)

5 10 20 30 50 70

Factor 1 1.1 1.0 0.9 0.8 0.7 0.6

Notes (to Tables 11–14):1. The ice-wall thickness shall be determined on the basis of data from special inspections and obser va-

tions in region V, in mountainous and little-studied regions of the USSR marked on Map 4 of manda-tory Appendix 5, and in severely broken terrain (on the peaks of mountains of hills, in mountain passes, on high embankments, in closed mountain valleys, kettle basins, deep excavations, etc.).

2. Intermediate values shall be determined by linear interpolation.3. The ice-wall thickness on suspended horizontal members (elements) with a round cross section

(cables, wires, ropes) may be based on the height at which their reduced center of gravity is located.4. To determine the ice load on horizontal elements with a round cylindrical shape and a diameter of up

to 70 mm, the ice-wall thickness given in Table 12 shall be reduced by 10%.

Table 15

Building structures Buildings and structures in the operating stage

Unheated buildings (without engineered sources of heat) and

open structures

Heated buildingsBuildings with an artificial climate or with permanent

engineered heat sources

Unprotected from exposure

tw = tew + 1 + 4 tw = tiw + 0.6(tew – tiw) + 2 + 4

to sunlight (including w = 5 w = 0.8(tew – tiw) + 3 + 5

outdoor enclosing tc = tec – 0.51 tc = tic + 0.6(tec – tic) – 0.52

structures) c = 0 c = 0.8(tec – tic) – 0.53

Protected from exposure tw = tew tw = tiw

to sunlight (including w = 0

interior structures) tc = tec tc = tic

c = 0

Symbols in Table 15:tew, tec — Average daily outdoor-air temperatures in the warm and cold seasons, respectively, as

reckoned per Item 8.4;tiw, tic — Indoor-air temperatures in enclosed areas in the warm and cold seasons, respectively, as

reckoned per GOST 12.1.005-76 or from the construction specification on the basis of engineering decisions;

1, 2, 3 — Increments in average temperatures over a cross section of the element and in the tem-perature difference from daily outdoor-air temperature fluctuations, as taken from Table 16; and

4, 5 — Increments in average temperatures over a cross section of the element and in the temperature difference due to sunlight, as reckoned per Item 8.5.

Notes:1. If raw data are available on the temperature of structures in the stage where buildings with permanent

engineered heat sources are operated, the values of tw, tc, w, and c shall be based on these data.2. For buildings and structures in the erection stage, tw, tc, w, and c shall be determined as they would be for

unheated buildings in the operating stage.

————————————————————————————————————

Table 16

Building Temperature increases (°C)

structures 1 2 3

Metal structures 8 6 4

Reinforced-concrete, concrete, reinforced-stone, and stone structures with the following thicknesses:

Up to 15 cm 8 6 4

From 15 to 39 cm 6 4 6

More than 40 cm 2 2 4

where tw and tc are the standard values of the average temperatures over a cross section of the element in the warm and cold seasons, as reck-oned per Item 8.3, and t0w and t0c are the initial

temperatures in the warm and cold seasons, as reckoned per Item 8.6.

8.3. For single-layer structures, the stan-dard values of the average temperatures tw and tc

and of the temperature differences w and c

over a cross section of the element in the warm and cold seasons shall be determined from Ta-ble 15.

Note: For multilayer structures tw, tc, w, and c shall be determined computationally. Structures made of several materials that are close in thermophysical parameters may be treated as single-layer structures.

8.4. The average daily outdoor-air tem-peratures tew and tec in the warm and cold sea-sons shall be determined from the equations:

tew = tVII + VII; (17)

tec = tI – I, (18)

where tI and tVII are the long-term average monthly air temperatures in January and July, as taken from Maps 5 and 6 in mandatory Appen-dix 5; and I and VII are the deviations of the average daily temperatures from the average monthly temperatures (I is taken from Map 7 in mandatory Appendix 5, and VII = 6°C).

Notes:1. In heated industrial buildings in the operating

stage, for structures protected from exposure to sunlight VII does not have to be taken into ac-count.

2. For mountainous and little-studied regions of the USSR marked on Maps 5–7 of mandatory Appen-dix 5, tec and tew shall be determined from the equations:

tec = tI,min + 0.5AI; (19)

tew = tVII,max – 0.5AVII, (20)

where tI,min and tVII,max are the averages of the absolute values of the minimum air temperature in January and the maximum air temperature in July; and AI and AVII are the average diurnal clear-sky air temperature ranges in January and July, respectively. The values of tI,min, tVII,max, AI, and AVII are taken from Goskomgidromet data.

8.5. The increments 4 and 5 (°C) shall be determined from the equations:

4 = 0.05Smaxkk1; (21)

5 = 0.05Smaxk(1 – k1), (22)

where is the coefficient of absorption of solar radiation by the material of the outside surface of the structure, as taken from SNiP II-3-79**; Smax is the maximum value of the total (direct and scattered) solar radiation (W/m2), found per SNiP 2.01.01-82; k is a factor taken from Table 17; and k1 is a factor taken from Table 18.

Table 17

Type and orientation of surface(s)

Factor k

Horizontal 1.0Vertical, oriented toward: South 1.0 West 0.9 East 0.7

Table 18

Building structures Factor k1

Metal structures 0.7Reinforce-concrete, concrete, reinforced-stone, and stone with the following thicknesses: Up to 15 cm 0.6 15 to 39 cm 0.4 More than 40 cm 0.3

8.6. The initial temperature corresponding to closing of the structure or of a portion thereof into a completed system in the warm season (t0w) and cold season (t0c) shall be determined from the equations:

t0w = 0.8tVII + 0.2tI; (23)

t0c = 0.2tVII + 0.8tI. (24)

Note: If data are available on the calendar date for closing of the structure, on the work procedures, and so forth, the initial temperature may be revised ac-cordingly.

8.7. The load safety factor f for climatic thermal loads t and shall be 1.1.

. . .

APPENDIX 1 (Reference). TRAVELING AND UNDERRUNNING CRANES OF DIFFERENT GROUPS OF OPERATING CONDITIONS (A SAMPLE LIST)

Cranes Groups of operating conditions

Conditions of use

Manual cranes of all kindsCranes with power overhead hoists, including those with hinged grapplesCranes with winch-type load trolleys, including those with hinged grapples

1K–3K AnyRepair and transfer work of limited intensityMachine rooms of power plants, installation work, transfer work of limited intensity

Cranes with winch-type load trolleys, including those with hinged grapples

Cranes with double-rope clamshells, clamshell magnet typesMagnet cranes

4K–6K Transfer work of medium intensity, handling operations in machine shops, warehouses for finished products at building-materials enterprises, metals sales warehousesMixed warehouses, work with various loadsWarehouses for semimanufactures, work with various loads

Quenching cranes, forging cranes, clincher cranes, foundry cranesCranes with double-rope clamshells, clamshell magnet cranes

Cranes with winch-type load trolleys, including those with hinged grapples

7K Shops of metallurgical enterprises

Warehouses for bulk goods and scrap metal with uniform loads (operating on one or two shifts)Handling cranes in around-the-clock operation

Traversing, multiple-clamshell, turnaround-charging, ingot-stripping, hoisting, cupola, and ingot-pit cranesMagnet cranes

Cranes with double-rope clamshells, magnetic-clamshell cranes

8K Shops of metallurgical enterprises

Shops and warehouses of metallurgical enterprises, large metal depots with loads of one kindWarehouses for bulk goods and scrap metal with loads of one kind (in around-the-clock operation)

APPENDIX 2 (Mandatory). LOAD FROM CRANE IMPACT AGAINST BUFFER STOP

The standard value of the horizontal load F (kN) directed along the crane track and gener-ated by the impact of the crane against the buffer stop shall be determined from the equation:

F = mv2/f,

where v is the crane’s speed (m/sec) at the time of impact, taken as half the nominal speed; f is the maximum possible shortening of the buffer stop, assumed to be 0.1 m for cranes with flexi-ble load suspension with a load capacity of no more than 50 metric tons in groups 1K–7K of operating conditions, and 0.2 m in all other cases; and m is the reduced weight of the crane, as determined from the equation:

where mb is the weight of the crane bridge (met-ric tons); mc is the weight of the trolley (metric tons); mq is the crane’s load capacity (metric tons); k is a factor, where k = 0 for cranes with a flexible suspension, and k = 1 for cranes with a

rigid load suspension; l is the span of the crane (m); and l1 is the approach of the trolley (m).

The design value of the load in question with consideration for the load safety factor f

(see Item 4.8) shall not exceed the maximum values given in the following table.

Cranes Max. values of loads F, kN

(metric tons-force)

Underrunning (hand and electric) and traveling hand cranes

10 (1)

Electric traveling cranes:

General-purpose cranes of groups 1K–3K of operating conditions

50 (5)

General-purpose cranes and spe-cial groups 4K–7K of operating conditions, as well as foundry cranes

150 (15)

Special groups 8K of operating conditions with:

Flexible load suspension 250 (25)

Rigid load suspension 500 (50)

APPENDIX 3 (Mandatory). SNOW-LOAD PATTERNS AND FACTORS

Pattern No.

Roof profiles and snow-load patterns

Factors and applicability of patterns

1 Buildings with single- and double-pitch roofs

a)

b)

SCENARIO 1

SCENARIO 2

SCENARIO 3

= 1 if 25°; = 0 if 60°.

Scenarios 2 and 3 shall be taken into account for build-ings with double-pitch roofs (profile b). In this case, sce-nario 2 shall be used when 20° 30°, and scenario 3 when 10 30° only when catwalks or aeration devices are present on the hip of the roof.

Pattern No.



3

. . .

Buildings with a longitudinal lantern

SCENARIO 1

For zone A

For zone C

SCENARIO 2

For zone A

For zone C

Notes:

1. The patterns in scenarios 1 and 2 also shall be used for double-pitch and arched roofs in buildings with two or three spans and with lanterns in the center of the building.

2. The effect of windbreaks on the snow-load distribution by the lanterns shall not be taken into account.

3. For flat pitches when b > 48 m, the increased local load by the lantern shall be taken into account as it would by points of height differences (see pattern 8).

4 Shed (sawtooth) roofs

SCENARIO 1

SCENARIO 2

These patterns shall be used for shed (sawtooth) roofs, including those with inclined windows and an arched roof outline.

5 Two- and multibay buildings with double-pitch roofs

SCENARIO 1

Scenario 2 shall be used when a 15°.*

* Translator’s note: Sic; this inequality apparently should read “ 15°.”

Pattern No.



SCENARIO 2

6 Two- and multibay buildings with arched and nearly arched roofs

SCENARIO 1

SCENARIO 2

Scenario 2 shall be taken into account when f/l > 0.1.

For reinforced-concrete slabs of roofs, the values used for shall not exceed 1.4.

7 Two- and multibay buildings with double-pitch and arched roofs with a longitudinal lantern

The factor for spans (bays) with a lantern shall be chosen to comply with scenarios 1 and 2 in pattern 3, and for spans (bays) without a lantern they shall comply with scenarios 1 and 2 of patterns 5 and 6.

For flat double-pitch roofs ( < 15°) and arched roofs (f/l < 0.1), when l > 48 m allowance shall be made for the increased local load that would occur by points where there is a height difference (see pattern 8).

8 Buildings with a height difference

a)

The snow load on the top roof shall be adopted to com-

Pattern No.



PLAN

TRANSVERSE PROFILELONGITUDINAL LANTERN

ply with patterns 1–7, and the snow load on the bottom roof shall be the least-favorable from patterns 1–7 and pattern 8.

9 Buildings with two height differences

SCENARIO 1 FOR l2 b1 + b2

SCENARIO 2 FOR l2 < b1 + b2

The snow load on the top and bottom roofs shall be determined from pattern 8. The values of 1, b1, 2, and b2

shall be determined for each height difference indepen-dently. Here:— For the left one:

l2 = l2 – 2h1 – 5h2;

— For the right one:

l2 = l2 – 2h2 – 5h1;

If l2 < b1 + b2, then

but no more than

10 Roof with parapets

This pattern shall be used when:

h > s0/2 (h is in meters, and s0 is in kPa);

= 2h/s0, but no more than 3.

11 Sections of roofs that border on ventilation shafts that rise above the roof and on other superstructures

PLAN

This pattern applies to sections with superstructures with a base diagonal of no more than 15 m.

Depending on the structure being designed (roof slabs, under-the-rafters and roof structures), allowance must be made for the least-favorable position of the increased-load zone (for an arbitrary angle ).

The factor , which is constant within the indicated zone, shall be assumed to be: 1.0 if d 1.5 m;

Pattern No.



ZONE OF IN-CREASED LOAD

2h/s0 if d > 1.5 m,but at least 1.0 and no more than: 1.5 if 1.5 < d 5 m; 2.0 if 5 < d 10 m; 2.5 if 10 < d 15 m;b1 = 2h, but no more than 2d.

12 Collar roofs of cylindrical form

SCENARIO 1

SCENARIO 2

1 = 1.0; 2 = l/b.

SNiP 2.01.07-85

APPENDIX 4 (Mandatory). PATTERNS OF WIND LOADS AND AERODYNAMIC COEFFICIENTS c

Pattern No.

Diagrams of buildings, structures, structural members, and wind loads

Determination of aerodynamic coefficients c Notes

1 Freestanding flat continuous structures.Vertical surfaces and surfaces that deviate from the vertical by no more than 15°: Windward Leeward

ce = +0.8ce = –0.6

—

2

Buildings with double-pitch roofs

PLAN

1. In a wind perpendicular to the end face of buildings, for the entire roof surface ce = –0.7.

2. When the factor v is determined per Item 6.9, h = h1 + 0.2l tan .

3 Buildings with arched and nearly arched roofs 1. See Note 1 to pattern 2.

2. When the coefficient v is determined per Item 6.9, h = h1 + 0.7f.

————————————————————————————————————————————————————————————— Official publication 2

6

Coefficient (°)Values of ce1 and ce2 for h1/l of:00.512ce10–0.6–0.7–

0.820+0.2–0.4–0.7–0.840+0.4+0.3–0.2–0.460+0.8+0.8+0.8+0.8ce260–0.4–0.4–

0.5–0.8

b/lValues of ce3 for h1/l of:0.5121–0.4–0.5–0.62–0.5–0.6–0.6

Coeffi-cient

h1/l Values of ce1 and ce2 for f/l of:

0.1 0.2 0.3 0.4 0.5

ce1 0 +0.1 +0.2 +0.4 +0.6 +0.70.2 –0.2 –0.1 +0.2 +0.5 +0.71 –0.8 –0.7 –0.3 +0.3 +0.7

ce2 Arbitrary

–0.8 –0.9 –1 –1.1 –1.2

SNiP 2.01.07-85

Pattern No.



The value of ce3 shall be taken from pattern 2.

4 Buildings with a longitudinal lantern The coefficients ce1, ce2, and ce3 shall be determined per the instructions to pattern 2.

1. When bents of buildings with a lantern and windbreaks are analyzed, the value of the total frontal drag coefficient of the “lantern–windbreaks” system shall be 1.4.

2. When the factor v is determined per Item 6.9, h = h1.

5 Buildings with longitudinal lanterns For the roof of a building, on section AB the coefficients ce shall be taken from pattern 4.

For lanterns on section BC with 2, cx = 0.2; if 2 8 for each lantern, cx = 0.1; if > 8, cx = 0.8. Here = a/(h1 – h2).

For other roof sections, ce = –0.5.

1. For the windward, leeward, and side walls of buildings, the pres-sure coefficients shall be deter-mined per the instructions to pattern 2.

2. When the factor v is determined per Item 6.9, h = h1.

6 Buildings with longitudinal lanterns of different heights

The coefficients ce1, ce1, and ce2 shall be determined per the instruc-tions to pattern 2, where in the determination of ce1 the height of the wind-ward side of the building shall be taken as h1.

For section AB, ce shall be determined as it would be for section BC in pattern 5, where the height of the lantern must be taken as h1 – h2.

See notes 1 and 2 to pattern 5.


7

SNiP 2.01.07-85

Pattern No.



7 Buildings with shed (sawtooth) roofs

For section AB, ce shall be determined per the instructions to pat-tern 2.

For section BC, ce = –0.5.

1. The force of friction shall be taken into account for arbitrary wind directions; in this case, cf = 0.04.

2. See notes 1 and 2 to pattern 5.

8 Buildings with skylights

For a windward skylight, the coefficient ce shall be determined per the instructions to pattern 2, and for the rest of the roof it shall be deter-mined as it would be for section BC in pattern 5.

See notes 1 and 2 to pattern 5.

9 Buildings permanently open on one side

PLAN PLAN

If 5%, ci1 = ci2 = 0.2; if 30%, ci1 shall be assumed to be equal to ce3 as determined per the instructions to pattern 2, ci2 = +0.8.

1. The coefficients ce on the outside surface shall be adopted per the instructions to pattern 2.

2. The permeability of an enclo-sure shall be determined as the ratio of the total area of openings present in it to the total area of the enclosure. For a sealed building, ci = 0. In the buildings indicated in Item 6.1c, the standard value of the internal pressure on light partitions (with a surface density of less than 100 kg/m2) shall be taken as 0.2w0, but at least 0.1 kPa (10 kgf/m2).

3. For each wall of a building, if 5% the plus or minus sign for the coefficient ci1 shall be determined on the basis of


8

SNiP 2.01.07-85

Pattern No.



whether the least-favorable loading scenario is realized.

10 Building projects with < 15°

PLAN

For section CD, ce = 0.7. For section BC ce shall be determined by linear interpolation of the values used for points B and C.

The coefficients ce1 and ce3 on section AB shall be adopter per the in-structions to pattern 2 (where b and l are the dimensions of the entire building in plan).

For vertical surfaces, the coefficients ce shall be determined per the instructions to patterns 1 and 2.

—

11 Awnings 1. The coefficients ce1, ce2, ce3, and ce4 shall be referred to the sum of the pressures on the top and bottom surfaces of awnings.

For negative values of ce1, ce2, ce3, and ce4 the direction of the pressure in the diagrams shall be reversed.

2. For awnings with wavy roofs, cf = 0.04.

12a Sphere

1. The coefficients ce are given for Re > 4 105.


9

Type of pattern

(°) Values of coefficients

ce1 ce2 ce3 ce4

I 102030

+0.5+1.1+2.1

–1.30

+0.9

–1.10

+0.6

0–0.4

0

II 102030

0+1.5+2

–1.1+0.5+0.8

–1.50

+0.4

00

+0.4

III 102030

+1.4+1.8+2.2

+0.4+0.5+0.6

———

———

IV 102030

+1.3+1.4+1.6

+0.2+0.3+0.4

———

———

(°) 0 15 30 45 60 75 90

ce +1.0 +0.8 +0.4 –0.2 –0.8 –1.2 –1.25

(°) 105 120 135 150 175 [sic] 180

ce –1.0 –0.6 –0.2 +0.2 +0.3 +0.4

SNiP 2.01.07-85

Pattern No.



cx = 1.3 if Re < 105;cx = 0.6 if 2 105 Re 3 105;cx = 0.2 if 4 105 > Re,

where Re is the Reynolds number; Re = 0.88d d is the

diameter of the sphere (m); w0 (Pa) is determined per Item 6.4; k(z) is determined per Item 6.5; z is the distance (m) from ground surface to the center of the sphere; and f is determined per Item 6.11.

2. When v is determined per Item 6.9, it shall be assumed that b = h = 0.7d.

12b Structures with a round cylindrical surface

PLAN

PLANE OFSYMMETRY

ce1 = k1c,where k1 = 1 when c > 0;

c shall be taken from the following graph when Re > 4 105:

, degrees

1. Re shall be determined from the equation to pattern 12a, on the assumption that z = h1.

2. When v is determined per Item 6.9, the following assumptions shall be made:

b = 0.7d;

h = h1 + 0.7f.

3. The coefficient ci shall be taken into account if the roof is lowered (a “floating roof”), and also if there is no roof.


0

h1/d 0.2 0.5 1 2 5 10 25

k1 when c < 0

0.8 0.9 0.95 1.0 1.1 1.15 1.2

Roof Value ce2 for h1/d of:

1/6 1/3 1

Flat or conical if 5°, spherical if f/d 0.1

–0.5 –0.6 –0.8

h1/d 1/6 1/4 1/2 1 2 5

ci –0.5 –0.55 –0.7 –0.8 –0.9 –1.05

SNiP 2.01.07-85

Pattern No.



13 Prismatic structures

PLAN

cx = kcx; cy = kcy.

Table 1

e shall be determined from Table 2.

Table 2

In Table 2 = l/b, where l and b are respectively the maximum and minimum dimensions of the structure or an element thereof in the plane perpendicular to the wind direction.

1. For walls with loggias in wind parallel to these walls, cf = 0.1; for undulating roofs cf = 0.04.

2. For buildings rectangular in plan, if l/b = 0.1–0.5 and = 40–50°, cy = 0.75; the equivalent force of the wind load is applied at point 0; here the eccentricity is e = 0.15b.

3. Re shall be determined from the equation to pattern 12a, on the assumption that z = h1, and d is the diameter of the circumscribed circle.

4. When v is determined per Item 6.9, h is the height of the structure and b is its dimension in plan along the y axis.

. . .14 Structures and elements thereof with a

circular cylindrical surface (tanks, cooling towers, other towers, smokestacks), wires, and ropes, as well as round tubular and continuous elements of through structures

cx = kcx,

where k is determined from Table 1 of pattern 13; and cx is determined from the following graph:

1. Re shall be determined from the equation to pattern 12a on the assumption that z = h, and d is the diameter of the structure.


1

e 5 10 20 35 50 100 k 0.6 0.65 0.75 0.85 0.9 0.95 1

SNiP 2.01.07-85

Pattern No.



PLANFor wires and ropes (including those covered with ice), cx = 1.2.

Values of shall be assumed to be = 0.005 m for wooden structures; for brickwork = 0.01 m; for concrete and reinforced-concrete structures = 0.005 m; for steel structures = 0.001 m; for wires and ropes with a diameter d, = 0.01d; for ribbed surfaces with ribs of height b, = b.

2. For undulating roofs

cf = 0.04.

3. For wires and ropes with d 20 mm that are free of ice, the value of cx may be reduced by 10%.

15 Freestanding flat trussed structurescx = (1/Ak) cxiAi ,

where cxi is the aerodynamic coefficient of the i-th element of the structures — for profiles cxi = 1.4, for tubular elements cxi shall be determined from the graph to pattern 14, and e = needs to be assumed here (see Table 2 of pattern 13); Ai is the projection of the i-th element onto the plane of the structure; and Ak is the area bounded by the outline of the structure.

1. The aerodynamic coefficients to patterns 15–17 are given for trussed systems with an arbitrary outline and

2. The wind load shall be referred to the area bounded by the contour Ak.

3. The direction of the x axis coin-cides with the wind direction and is perpendicular to the plane of the structure.

16 A series of flat parallel trussed systemsFor a windward structure, the coefficient cx1 shall be determined as it

would be for pattern 15.For the second and subsequent structures:

cx2 = cx1.

For girders made of tubes, if Re 4 105:

1. See notes 1–3 to pattern 15.

2. Re shall be determined from the equation to pattern 12a, where d is the average diameter of tubular elements; z may be assumed to be equal to the distance from ground surface to


2

Values of for trusses made of profiles and tubesfor Re < 4 105 and a ratio b/h of:

1/2 1 2 4 6

0.1 0.93 0.99 1 1 1

0.2 0.75 0.81 0.87 0.9 0.93

0.3 0.56 0.65 0.73 0.78 0.83

0.4 0.38 0.48 0.59 0.65 0.72

0.5 0.19 0.32 0.44 0.52 0.61

0.6 0 0.15 0.3 0.4 0.5

SNiP 2.01.07-85

Pattern No.



= 0.95. the top chord of the truss.

3. In the table to pattern 16: h is the minimum size of the contour, where for rectangular and trape-zoidal trusses h is the length of the shortest side of the contour, for round trussed structures h shall be their diameter, and for elliptical and nearly elliptical structures h is the length of the minor axis, and b is the distance between adjacent trusses.

4. The coefficient shall be determined according to the instructions to pattern 15.

17 Trussed towers and space trusses

ct = cx(1 + )k1,

where cx is determined in the same way as for pattern 15, and is deter-mined in the same way as for pattern 16.

1. See Note 1 to pattern 15.

2. ci is referred to the area of the outline of the windward face.

3. If the wind direction runs along the diagonal of tetrahedral square towers, the factor k1 for steel towers made of single elements shall be reduced by 10%, and for wooden towers made of com-pound elements it shall be increased by 10%.


3

Sketches of outline of cross section, and wind direction k1

1.0

0.9

1.2

SNiP 2.01.07-85

18Guyropes and inclined tubular elements lying in the flow plane


4

SNiP 2.01.07-85

APPENDIX 5 (Mandatory). ZONATION MAPS OF THE TERRITORY OF THE USSR BY CLIMATIC CHARACTERISTICS

(see Insert)

——————————————————————————————————————— Official publication 3

5

SNiP 2.01.07-85

APPENDICES TO DECREES No. 41 OF USSR GOSSTROIOF MARCH 19, 1981 AND No. 196 OF JULY 29, 1982. RULES FOR TAKING ACCOUNT

OF THE CRITICALITY OF BUILDINGS AND STRUCTURES IN STRUCTURAL DESIGN

1. These Rules shall be applied in the design of buildings and structures for facilities in industry, agriculture, the power industry, transportation, communications, the water in-dustry, and civil housing, except facilities for which the procedure for taking account of their criticality is set forth in the corresponding SNiPs.

2. In structural design the criticality of buildings and structures shall be taken into ac-count through a safety factor according to func-tion, per CEMA Construction Standard 384-76.

The criticality of buildings and structures shall be determined by the magnitude of the physical and social loss possible if the structures reach limiting states.

3. The maximum values of load-bearing capacity, design values of strength, and maxi-mum values of strains and crack opening shall be divided by the functional safety factor n, or the design values of loads, forces, or other ef-fects shall be multiplied by it.

4. The values of the functional safety fac-tor n shall be set in relation to the criticality class of buildings and structures according to the following table.

Criticality class of buildings and structures

Functional safety

factor n

Class I. The main buildings and structures of facilities that are of especially great national economic and/or social importance: the main buildings of heat-and-power plants, nuclear power plants, central buildings housing blast furnaces, smokestacks more than 200 m high, television towers, structures of the primary network of YeASS [the Unified Automated National Commu-nications System of the USSR Minis-try of Communications], tanks for petroleum and petroleum products holding more than 10,000 m3, enclosed athletic structures with stands, buildings of theaters, motion-picture theaters, circuses, enclosed markets, educational institutions, children’s preschool institutions, hospitals, maternity hospitals, museums, state archives, and so forth.

1.0

Criticality class of buildings and structures

Functional safety

factor n

Class II. Buildings and structures of facilities of great national economic and/or social significance (facilities of industrial, agricultural, or civil housing functions and communications facilities that do not belong to class I or class III).

0.95

Class III. Buildings and structures of facilities of limited national economic and/or social significance: warehouses without sorting and packing processes for storage of agricultural products, fertilizers, chemicals, coal, peat, and so forth, greenhouses, hothouses, single-story residential buildings, sup-ports for wire communications, light-ing supports for inhabited points, fences, temporary buildings and struc-tures, and so forth.1

0.9

1 For temporary buildings and structures with a service life of up to 5 years, it is permitted to use the value n = 0.8.

Note: For non-load-bearing brick walls of self-bearing panels, partitions, lintels over openings in walls made of inlaid materials, foundation trusses, filler in window openings, sashes of light-transmit-ting aeration lanterns, structures of gates, ventilation shafts, and boxes, floors on the ground, prefabricated structures in shipment and erection, and all types of structures in analysis in the erection stage, all values of the factor n given in the table shall be multiplied by 0.95.


6

SNiP 2.01.07-85

—

cx = cx sin2 ,

where cx is determined per the instructions to pattern 14.


7

SNiP 2.01.07-85 (E) Loads and Effects.

Documents

Transcript of SNiP 2.01.07-85 (E) Loads and Effects.