SNiP-2-01-07-85-Loads-and-Effects.pdf

NATIONAL CODES & STANDA RDS OF RUSSIA RUSSIA

Lo a ds a nd Effects SNI P 2. 01. 07- 85

SNIP 2.01.07-85. LOADS AND EFFECTS

PUBLICATION IS OFFICIAL GOSSTROY of the USSR Moscow 1988 UDK 69+624.042.4] (083.74) SNIP 2.01.07-85.Loads and Effects by the vozdeystviya/Gosstroy USSR - M.:TSITP M.:TSITP OF THE GOSSTROY of the USSR, 1988.- 36 pages. ARE DEVELOPED TSNIISK im. Kucherenko of GOSSTROY of the USSR (Cand. of tech. sciences A A. Bat' - leader of theme;I. A. Belyshev, Cand. of the tech. sciences V. A. Otstavnoye, doctor of tech. sciences, Prof. V. D. Reyzer, A. I. Tseytlin), THE MISY im. v. v. Kuybyshev Minvuz  - Ministry of Higher Education ! THE THE USSR (Cand. of tech. sciences/7.V. Klepikov } ARE INTRODUCED TSNIISK im. Kucherenko of GOSSTROY of the USSR THEY ARE PREPARED to THE ASSERTION By glavtekhnormirovaniyem of GOSSTROY of the USSR (Cand. of tech. sciences F. V. Bobrov). With the introduction into the action SNIP 2.01.07-85 Loads and Effects "from 1 January, 1987, lose the force: p. 1 of decision of GOSSTROY of the USSR Ob the assertion of chapter SNIP II -6-74 Loads and Effects "of 8 February, Februar y, 1974.16; the decision of GOSSTROY of the USSR,,0 addition and a change in the chapter SNIP II -6-74 Loads and Effects "of 25 December, 1980.206; the indentation of 2 applications/appendices to the decision of GOSSTROY of the USSR O the addition of chapters SNIP of 16 January, 1981.4; the decision of GOSSTROY of the USSR O addition and a change in the chapter SNIP II -6-74 Loads and Effects "of 14 September, 1981.164; the decision of GOSSTROY of the USSR O addition and a change in the chapter SNIP II -6-74 Loads and

CONTENT

Page 1.

General considerations Classification of loads Combinations of loads

1 1 2

2.

Weight of structures structures and soils

3

3.

Loads from the equipment, the people, the animal, stored materials and the articles. Determination of loads from the equipment, the stored materials and the articles Evenly distributed loads Concentrated loads and load on the rails

3 3 4 6

4.

Loads from the bridge and suspension cranes

6

5.

Loads due to snow

8

6.

Wind loads

9

7.

Glare ice loads

12

8.

Temperature Temperature climatic actions

14

9.

Other loads

15

APPENDICES


1.

Page

1

GENERAL CONSIDERATIONS

1.1. During the design/projection should be considered the loads, which appear during erection and operation of construction, 1.2.

and also with the production, the storage and the transportation of the structures Their principal values are fundamental load lines, established within the present standards. The load of the specific form is characterized, as a rule, by one principal value.For the loads from the people, animals, equipment on the overlaps of habitable, public and agricultural buildings, from the bridge and suspension cranes, snow, from the temperature climatic actions are established/installed two principal values:complete and lowered/reduced (it is introduced into the calculation if necessary for the calculation of the influence of the duration of loads, checking to the endurance and in other cases, stipulated within the standards of the design/projection of constructions/designs and bases).

1.3. Computed value of load should be defined as the work of its principal value for the coefficient of reliability on load f, which corresponds to the limiting condition in question and taken: ") during the calculation for the strength and the stability.in accordance with pp.2.2, 3.4, 3.7, 3.11, 4.8, 5.7, 6.11, 7.3 and 8.7; b) during the calculation for the endurance.equal to one; c) in the calculations according to the deformations/strains.equal to one, if within the standards of the design/projection of constructions/designs and bases other values are not established/installed; d) during the calculation according to other forms of limiting conditions.according to the standards of the design/projection of constructions/designs and bases Computed values of loads in the presence of statistical data it is allowed to determine directly on the given probability of their exceeding During the calculation of structure and bases for the conditions of the erection of buildings and construction computed values of snow, wind, glare ice loads and temperature climatic actions should be reduced by 20 %. If necessary for calculation for the strength and the stability under the conditions of fire, under the explosive influences, the collision/encounter of transportation means with the parts of construction the coefficients of reliability with respect to the load for all considered in this case loads should be taken as the equal to one Note.For the loads with two principal values appropriate computed values should be determined with the identical coefficient of reliability on the load (for the considered limiting condition).

CLASSIFICATION OF THE LOADS

Page 2


j) loads due to snow with the lowered/reduced principal value, determined by the multiplication of total principal value in accordance with the indications p. 5.1 for the coefficient:0,3 - for III of snow region;0,5.for IV of region;0,6.for V and VI of regions; l) temperature climatic actions with the lowered/reduced principal values, determined in accordance with the indications pp.8.2.8.6 under condition 1 = 2 = 3 =.4 =.5 = 0, I = VII = 0; m) the actions, caused by the deformations/strains of base, not accompanying by a radical change in the structure of soil, or by the thawing of permafrost soils; n) the actions, caused by a change in the humidity, by shrinkage and by the creep of the material 1.8. One should carry to the intermittent loads: a) load from the equipment, which appear in the start-stop, transient and test conditions, and also during its transposition or replacement; b) the weight of people, repair materials in the zones of maintenance and repairing the equipment; c) load from the people, the animals, the equipment on the overlaps of habitable, public and agricultural buildings with the total principal values, besides the loads, indicated in p. 1.7a, b, g, d; d) load from the mobile lifting equipment (lift loaders, electric cars, stacker-packers, telphers, and also from the bridge and suspension cranes with the total principal value); e) loads due to snow with the total principal value; f) temperature climatic actions with the total principal value; g) wind loads; h) the glare ice loads 1.9. One should carry to the special loads: a) seismic actions; b) explosive actions; c) the loads, caused by the sudden breakdowns of technological process, by temporary malfunction or by a breakdown in the equipment; d) the effects, caused by the deformations of base, which are accompanied by radical change in the structure of soil (with the moistening of settled earth) or by its settling i n the regions of mine workings and i n the the karstic

COMBINATIONS OF THE LOADS 1.10. Structural calculation and bases according to the limiting conditions of the first and second groups should be carried out taking into account the most unfavorable combinations of loads or corresponding to them efforts/forces.


2.

Page

3

WEIGHT OF STRUCTURES and SOILS

2.1. The principal value of the weight of the structures of in-house production should be determined on the basis of standards,

2.2.

working drawings or specifications of manufacturing plants, other structures and soils.according to the design dimensions and by the specific weight of materials and soils taking into account their humidity under the conditions for erection and operating the construction The coefficients of reliability on load factor for the weight of structures and soils are given to table 1.

3.

LOADS FROM THE EQUIPMENT, THE PEOPLE, THE ANIMAL, STORED MATERIALS And THE ARTICLES

3.1. The standards of present division apply for loads from the people, animals, equipment, articles, materials, temporary partitions, that act on the overlaps of buildings and hem on the soils Table 1 Type of Structures and the form of t he soils

Coefficient of reliability on load factor

Constructions/designs: metallic

1,05

concrete (with the average density of more than 1600 kg/me), ferroconcrete, rock, reinforced 1,1 stone, wooden the concrete (with an average density of 1600 kg/me and less), insulating, leveling and decoration layers (plates/slabs, materials in the cylinders/reels, filling in, tightening device, etc.), carried out : under the plant conditions

1,2

on the construction site Soils

1,3

in the natural bedding filled

1,1 1,15

Page 4

SNIP 2.01.07-85. LOADS AND EFFECTS technical and economic substantiation

3.3. The principal value of the weight of equipment, including of conduits/manifolds, should be determined on the basis of standards or catalogs, and for the optional equipment.on the basis of specifications of manufacturing plants or working drawings In the composition of load from the weight of equipment should be included the dead weight of installation or machine (including of drive, constant adaptations, supporting devices, dressings and footings), the weight of isolation, fillers of equipment, possible with the operation, heaviest workpiece, the weight of the transported cargo, which corresponds to nominal load capacity and, etc. Loads from the equipment on the overlaps and the hem on the soils must be assumed/taken depending on the conditions for its arrangement/position and virtual displacement during the operation.In this case should be provided for the measures, which prevent the need of amplifying the frameworks, the connected/bonded with the displacement/movement technological equipment during installation or operation of the building The number simultaneously of the lift loaders considered or electric cars and their arrangement/position on the overlap during the calculation of different elements should be assumed/taken on the construction task on the basis of the technological solutions The dynamic effect of vertical loads from the lift loaders and the electric cars is allowed to consider by the multiplication of the principal values of static loads on the dynamicity coefficient, equal to 1,2

3.4. The coefficients of reliability on load f u for the weight of equipment are given in table 2. Table 2 Weight Stationary equipment Isolations of stationary equipment Fillers of equipment (including of reservoirs and conduits/manifolds): liquids suspensions, slimes, loose materials Lift loaders and electric cars (with the load)

EVENLY DISTRIBUTED LOADS

Coefficient of reliability on load factor 1,05 1,2 1,0 1,1 1,2


Page

3. Offices and the laboratory of the establishments of public health;the laboratory Not less of the establishments of education, science;the compartment/room of 2,0 (200) electronic computers;the kitchen of public buildings;technical floors;the basement compartments/rooms 4. Halls

Not less 1,0 (100)

a) are reading

2,0 (200)

0,7 (70)

b) dinner (in the cafe, the restaurants, dining rooms )

3,0 (300)

1,0 (100)

c) of meetings and conferences, the expectations, visual and concert, sport d) commercial, exhibition and exposure

4,0 (400) Not less 4,0 (400) Not less 5,0 (500) Not less 5,0 (500)

1,4 (140) Not less 1,4 (140) Not less 5,0 (500) Not less 1,8 (180)

a) with the fixed seats

4,0 (400)

1.4 (140)

b) for the spectators confronting

5,0 (500)

1,8 (180)

8. Garret compartments/rooms

0,7 (70)

—

5. Libraries;the archives 6. Scenes of the entertainment enterprises 7. Platforms:

9. Coatings in the sections : a) with the possible accumulation of people (outgoing from the production 4,0 (400) compartments/rooms, halls, audiences/auditoriums and the like.)

1,4 (140)

b) of those utilized for leisure

1,5 (150)

0,5 (50)

c) of other

0,5 (50)

-

10. balconies (lodzhii) taking into account the load: a) by band uniform in the section with a width of 0,8 m along the 4,0 (400) enclosure/protection of balcony (lodzhii)

1,4 (140)

b) by continuous uniform over the area of balcony (lodzhii), action by which is 2,0 (200) more unfavorable than determined from pos. 10a

0,7 (70)

5

Page 6


b) for the compartments/rooms, indicated in poses.4, 11, 12b,

" n2 = 0,5 +

" 2 – 0 , 5; n

(4)

where A1, A2.they are determined in accordance with p. 3.8; # — the total number of overlaps (for the compartments/rooms, indicated in table 3, poses.1, 2, 4, 11, 12a, b), loads from which are considered during the calculation of the section in question column, wall, the foundation Note. With the determination of the bending moments in the columns and the walls should be considered a reduction in the loads for the adjacent them beams/gullies and the cross bars in accordance with the indications p. 3.8.

CONCENTRATED LOADS And LOADS ON THE RAILS 3.10. The carriers of overlaps, coatings, stairs and balconies (lodzhiy) must be checked for the concentrated vertical load, applied to the element, in the unfavorable position on square area with the sides not more than 10 cm (in the absence of other temporary loads).If in the construction task on the basis of the technological solutions the higher principal values of concentrated loads are not provided, them should be taken as the equal: ") for the overlaps and the stairs.1,5 kN (150 kg); b) for the garret overlaps, the coatings, the terraces and the balconies.1,0 kN (100 kg); c) for the coatings, on which it is possible to be moved only with the aid of the ladders and the bridges.0,5 kN (50 kg). the elements, designed for possible with the erection and operations local loads from equipment and transportation means, it is allowed not to check against concentrated load indicated.

3.11. The principal values of horizontal loads on the handrails of t he rails of stairs and balconies should be taken as the equal: a) for the habitable buildings, the pre-school establishments, the houses of leisure, sanatoriums, hospitals and other therapeutic establishments.0,3 kN/m (30 kG/m); b) for the platforms and the sport halls.1,5 kN/m (150 kG/m); c) for other buildings and compartments/rooms in the absence of the special requirements 0,8 kN/m (80 kG/m); For the operating areas/sites, the bridges, the enclosures/protections of roofs, intended for a short stay of people, the principal value of horizontal concentrated load on the handrails of rails should be assumed/taken 0,3 kN (30 kg) (in any place along the length of handrail), if the larger value of the load is not required on the construction task on the basis of the technological solutions For the loads, indicated in pp.3.10 and 3.11, should be assumed/taken the coefficient of reliability on load f = 1,2


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7

4.7. The principal value of the horizontal load, directed along the crane way and the called party by the impact/shock of crane against blind rest, should be determined in accordance with the indications, given in required application/appendix 2.this load must be considered only during the calculation of rests and their fasteni ngs to the beams/gullies of the crane way. 4.8. The coefficient of reliability on the load for the crane loads should be assumed/taken f = 1,1. Note. Upon consideration of the local and dynamic action of the concentrated vertical load from one wheel of crane the total principal value of this load should be multiplied during the calculation of the strength of the beams/gullies of crane ways by the additional coefficient of f1, equal: 1,6— for the group of the regime/conditions of the work of the cranes of 8K with the rigid/hard suspension of load; 1,4— for the group of the regime/conditions of the work of the cranes of 8K with the flexible suspe nsion of load; 1,3 — for the group of the regime/conditions of the work of the cranes of 7K; 1,1 — for the remaining groups of the regimes/conditions of the work of cranes.During testing of the local stability of the walls of beams/gullies should be assumed equal the value of additional coefficient to 1,1. 4.9. During the calculation of strength and stability of the beams/gullies of crane method and their fastenings to the frameworks computed values of vertical crane loads should be multiplied by the dynamicity coefficient, equal: with the step/pitch of columns not more than 12 m:

1,2— for the group of the regime/conditions of the work of the bridge cranes of 8K; 1,1 — for the groups of the r egimes/conditions of the work of the bridge cranes o f 'K and "K, and also for all groups of the regimes/conditions of the work of suspension cranes; with the step/pitch of columns it is more than 12 m.1,1 for the group of the regime/conditions of the work of the bridge cranes of 8K. Computed values of horizontal loads from the bridge cranes of the group of the mode of operation of 8K should be considered with the dynamicity coefficient, equal to 1,1. In the remaining cases the dynamicity coefficient is taken as equal, 1,0. During Structural calculationto the endurance, testing of the saggings/deflections of the beams/gullies of crane methods and displacement of columns, and also upon consideration of the local action of the concentrated vertical load from one wheel of crane the dynamicity coefficient considered should not be.

4.10. Vertical loads during the calculation of strength and stability of the beams/gullies of crane ways should be considered not more than from two most unfavorable according to action bridge or suspension cranes. . 4.11.

Page 8


" = 0,8 — for the groups of the regimes/conditions of t he work of cranes 7B, 8B. Upon consideration of one crane vertical and horizontal loads from it must be assumed/taken without the decrease

.

4.18. During the calculation for the endurance of the beams/gullies of crane ways under the electric traveling cranes and fastenings of these beams/gullies to the frameworks should be considered the lowered/reduced principal values of loads in accordance with p. 1.7i.In this case for checking the endurance of the walls of beams/gullies in the zone of action of the concentrated vertical load from one wheel of crane the lowered/reduced principal values of the vertical effort/force of wheel should be multiplied by the coefficient, considered during the calculation of the strength of the beams/gullies of crane ways in accordance with the note to p. 4.8.The groups of the regimes/conditions of the work of the cranes, with which should be performed the calculation to the endurance, are established by the standards of the design/projection of the constructions/designs

5. LOADS DUE TO SNOW 5.1. The total principal value of load due to snow on the horizontal projection of coating s should be determined from the formula s = s0 % , (5) where S 0 the principal value of the weight of snow cover on 1 m2 horizontal earth's surface, taken in accordance with p. 5.2; % — the conversion factor from the weight of snow cover of the earth/ground to load due to snow on the coating, taken in accordance with pp.5.3-5.6. 5.2. The principal value of the weight of snow cover S0 on 1 m2 horizontal earth's surface should be taken depending on the snow region of the USSR for data of table 4. 5.3. The diagrams of the distribution of load due to snow and value of coefficients. should be assumed/taken in accordance with required application/appendix 3, in this case the intermediate values of coefficients.it is necessary to determine by linear interpolation . When the more unfavorable conditions for work of the elements of constructions/designs appear with the partial load, should be examined diagrams with load due to snow, which acts on half or fourth of span (for the coatings with the lamps/canopies.in the sections with a width of b). Note. In the necessary cases loads due to snow should be determined taking into account the provided further expansion of the building 5.4. The versions with increased local loads due to snow, given in required application/appendix 3, must be considered during


Page

9

b) for coatings of the buildings, protected from the direct action of wind by the adjacent higher buildings, removed less

5.6. 5.7.

than to 10 h1 where h1.altitude difference of adjacent and projected/designed buildings; c) in the sections of the coatings with a length of b, by and b2 in drops/jumps in the heights of buildings and parapets (see the diagrams of 8.11 required appendices 3). Coefficients.during the determination of loads due to snow for the unheated coatings of shops with the increased heat emissions with the inclines of roofing it is more than 3 % and the guarantee of the proper outlet of melt water one should descend by 20 % independent of the decrease, provided by p. 5.5. Should be assumed equal the coefficient of reliability on load f for load due to snow to 1,4.During the calculation of the elements of the construction/design of coating, for which the relation of the considered principal value of the evenly distributed load from the weight of coating (including the weight of stationary equipment) to the principal value of the weight of snow cover S0 less than 0,8, f should be assumed equal to 1,6.

6. THE WIND LOADS 6.1. Wind load on the construction should be considered as the totality : ") the normal pressure she, applied to the external surface of construction or element; b) the frictional forces shf, directed tangentially toward the external surface and in reference to the area of its horizontal (for the north-light/sawtooth or wavy coatings, the coatings with the lamps/canopies) or elevation (for the walls with lodzhiyami and similar constructions/designs); c) the normal pressure shi, applied to the internal surfaces of buildings with the permeable enclosures/protections, with the opened/disclosed or constantly open apertures; or as the normal pressure shkh, shy, caused by the total resistance of construction in the direction of axes X and in and conditionally applied to the projection of construction on the plane, perpendicular to the appropriate axis

6.2. Wind load should be defined as the sum of average/mean and pulsating components . During the determination of internal pressure shi, and also during the calculation of multistory buildings with a height of up to 40 m and the single-story production buildings with a height to 36 m in the ratio of the height to the span of less than 1,5, the placed in the terrains types A and V (see Section 6.5), pulsating component of wind load it is allowed not to consider

6.3. The principal value of average/mean component of wind load shm at the height z above the earth's surface should be determined from the formula

Page 10

SNIP 2.01.07-85. LOADS AND EFFECTS 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 2,75 2,75 2,75 ≥ 480 Note: During the determination of wind load the types of terrain can be different for the different calculated wind directions.

, w ,i w x , w y 6.6. During the determination of the components of wind load the we, w f should be used the appropriate values of the aerodynamic coefficients:external pressure se, friction sf, internal pressure by SI, and drag chkh or Chews, taken on required application/appendix 4, where by the pointers.wind direction is shown.Sign plhs "in coefficients che or SI corresponds to the direction of wind pressure on the appropriate surface, sign minus".from the surface.The intermediate values of loads should be determined by linear interpolation During the calculation of fastenings of the elements of enclosure/protection to the frameworks in the angles of building and according to the outer duct of coating should be considered the local negative wind pressure with the aerodynamic coefficient se = 2, distributed along the surfaces on the width of 1,5 m (diag. 1). In the cases, not provided by required application/appendix 4 (other forms of construction, calculation with the proper substantiation of other directions o f the wind current or components of t he total resistance of body on other directions, etc.), aerodynamic coefficients it is allowed to assume/take according to reference and experimental data or on the basis of the results of the testings of model in wind tunnel of constructions/designs in the wind tunnels Note.During the determination of wind load on the surface of internal walls and partitions in the absence of external


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11

Figure.2. Dynamic coefficients 1 — 1.for the ferroconcrete and concrete construction, and also the buildings with the steel frame in the presence of the enclosing constructions/designs (. = 0,3); 2.for the steel towers, the masts, the lined chimney stacks, column type apparatuses, including on the ferroconcrete pedestals (. = 0,15)

b) for the construction (and their structural elements), which can be considered as system with one degree of freedom (transverse frames of single-story production buildings, water towers, etc.), when fie < fl - according to the formula

w p = wm J I v ,

where J — the dynamicity coefficient, determined from Figure.2 depending on the parameter

(9)

ε = Error! and the logarithmic decrement of oscillations/vibrations 6 (see Section 6.8); . f — the coefficient of reliability on the load (see Section 6.11) ; wo — the principal value of wind pressure, Pa (see Section 6.4);

;) for the buildings, symmetrical in the plan/layout, which have fy < fl also for all construction, which have fy < fl < f2 (where f2.the second natural vibration frequency of construction). according to the formula w p = m J Ky, (10) where / - the mass of construction at the level z, in reference to the surface area, to which is applied the wind load

J - dynamicity coefficient (see Section 6.76);

;

1 - the horizontal displacement/movement of construction at the level z over the first form of the natural oscillations/vibrations (for the symmetrical in the plan/layout buildings of a constant height as u it is allowed to assume/take

Page 12


For the construction of cylindrical form when fy < fl it is necessary to additionally perform calculation for the vortex/eddy excitation (wind resonance). Value of the logarithmic decrement of oscillations/vibrations.one should assume/take

:

") for the ferroconcrete and rock construction, and also for the buildings with the steel framework/body in the presence of the enclosing constructions/designs L = 0,3; b) for the steel towers, the masts, the lined chimney stacks, column type apparatuses, including on the ferroconcrete pedestals,L = 0,15. 6.9. The coefficient of the space correlation of the pulsation of pressure in should be determined for the calculated surface of construction, on which is considered the correlation of the pulsation Calculated surface includes those parts of the surface of windward, leeward, lateral walls, roofing and similar constructions/designs, from which the wind pressure is transferred for designed structural member . If calculated surface is close to the rectangle, oriented so that its sides are parallel to the major axes (diag. 3), then coefficient in should be determined according to table 9 depending on the parameters r and.taken according to table 10. During the calculation of construction as a whole the dimensions of calculated surface should be determined taking into account the indications of required appendix 4, in this case for the lattice construction it is necessary to assume/take the dimensions of calculated surface on its outer duct Figure.3. basic coordinate system during the determination of the correlation coefficient in Table 9

Table 9


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13

and at the height of 200 m and more.according to table 12.For other periods of repetition the thickness of the wall of icecovered surface should be assumed/taken on the special technical specifications, approved in the routine;

k – the coefficient, which calculates a change in the thickness of t he wall of ice-covered surface on the basis of height and taken according to table 13; d – - the diameter of wire/conductor, rope, mm;

%1 – the coefficient, which considers a change of the thickness of the wall of ice-covered surface in the dependence on the diameter of the elements of circular section and determined according to table 14; %2 – the coefficient, which considers the relation of the surface area of element, subjected to icing, to the total surface area of element and taken to the equal to 0,6; : – ice density, taken equal to 0,9 g/sme ;

g – the acceleration due to gravity, m/s2 . Table 11 The glare ice regions of the USSR (start on the map/chart/card of 4 required appendices 5 ) Thicknesses of the wall of ice-covered surface b, mm

I

II

III

IV

V

Not less than 3

5

10

15

Not less than 20

Table 12 Height above the earth's surface, m 200 300 400

Thickness of the wall of ice-covered surface b, mm, for the different regions of t he USSR The region of the glare In the region of glare icing the northern part of the icing of the Asian part of the rest and mountain localities European territory of the USSR the USSR It starts on the basis of the It starts on the chart of 4,g 15 35 special inspections required appendices 5 The same 20 The same, on the chart 4,; 45 25

"

The same, on the chart 4,<

60

Table 13 Height above the earth's surface, m

5

10

20

30

50

70

100

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8. TEMPERATURE CLIMATIC ACTIONS 8.1. In the cases, provided by the standards of the design/projection of constructions/designs, should be considered change in time t of mean temperature and temperature differential.over the section of the element . 8.2. The principal values of changes in mean temperatures over the section of element respectively in warm tw, and cold tc the season should be determined from the formulas : (15) Ot w = t w – t oc; Ot c = t c – t ow, (16) where t w , t c - the principal values of mean temperatures over the section of element in the warm and cold time of the year, taken in accordance with p. 8.3 ; t ow , t oc - initial temperatures in the warm and cold time of the year, taken in accordance with p. 8.6. 8.3. The principal values of mean temperatures tsh and tch and of temperature differentials over the section of element in warm w and cold s the season for the single-layer constructions/designs s hould be determined according to table 15 . Note. For the multilayer constructions/designs tsh, tch, w, s they are calculated. The constructions, prepared from several materials, close ones in the thermo physical parameters, it is allowed to consider as the single-layer

Table 15

Constructions/designs of the buildings

Not protected from the action of solar radiation (including external enclosing)

Buildings and construction in the stage of t he operation unheated buildings building with artificial climate or with (without the the heated constant technological heat sources technological heat buildings sources) and the open emplacements

t w = t ew + > 1 + > 4 ?w = > 5 t c = t ec - 0,5 > 1 ?c = 0

t w = t iw + 0,6(t ew - t iw)+ > 2 + > 4 ?w = 0,8 (t ew - tiw) + > 3 + > 5 t c = t ic + 0,6 (t ec - t ic) - 0,5 > 2 ?c = 0,8 (t ec - t ic) - 0,5 > 3


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15

8.4. Average daily temperatures of surrounding air in warm t ew and cold t ec season should be determined from the formulas: t ew = t VII + OVII ; (17) t ec = t 1 - OI (18) where t , t VII - long-standing average/mean monthly temperatures of air during January and July, taken respectively on the I maps/charts/cards of 5 and 6 required appendices 5 ; OI, OVII - the deviation of average/mean daily temperatures from the average/mean monthly (I - starts on the chart.7 required appendices 5 , OVII = 6°G). Primechaniya:y.V the heated production buildings at the stage operation for the constructions/designs, protected from the action of the solar radiation, THE VII is released not to consider

.

2. For the mountain and insufficiently studied regions of the USSR, designated on the charts5.7 required appendices 5, t ec, t ew are determined from the formulas : tec = tI,min + 0,5AI; (19) tew = tVII,max – 0,5 A VII, (20) where t I ,min, tVII ,max - average/mean from the absolute values of respectively minimum temperature of air during January and maximum.during July; AI, AVII — average/mean daily temperature range respectively during January and during July with the clear sky

.

t I,min, t VII,max, AI, AVII they start according to the data of Goskomgidromet  - State Committee of the Council of Ministers of the USSR on Hydrometeorology ! . 8.5. Increases 4 and 5, °C, should be determined from the formulas : P4 = 0,05 N Smax k k 1; (21) (22) P5 = 0,05 N Smax k (1 – k 1), where : - the coefficient of absorption of solar radiation by the material of the external surface of construction/design, taken on SNIP II-3-79 **; S max - the maximum value of summary (straight line and scattered) s olar radiation Of vt/m2, taken on SNIP 2.01.01-82; k - the coefficient, taken according to table 17 ;

Page 16


APPLICATIONS to THE DECISIONS GOSSTROY of the USSR OF 19 MARCH, 1981.41 OF 29 JULY, 1982.196 RULES OF THE CALCULATION OF THE DEGREE OF THE RESPONSIBILITY OF BUILDINGS And CONSTRUCTION DURING THE DESIGN/PROJECTION OF THE CONSTRUCTIONS/DESIGNS

1.

2.

3.

4.

Present rules are adapted during the structural designs of buildings and construction of the objects of industry, agriculture, power engineering, transport, connection/communication, water management and civil housing designation/purpose, besides the objects, for which the order of the calculation of the degree of their responsibility is established/installed in those corresponding to SNIP. During the design/projection of constructions/designs the degree of the responsibility of buildings and construction should be calculated by the coefficient of reliability on the basis of designation/purpose according to ST OF COMECON (COUNCIL FOR MUTUAL ECONOMIC ASSISTANCE) 384-76. The degree of the responsibility of buildings and construction is determined by the size/dimension of the material and social damage, possible upon the reaching/achievement by the constructions/designs of the limiting conditions To the coefficient of reliability according to designation/purpose n should be divided the limiting values of the bearing capacity, computed values of resistances, limiting values of deformations/strains and crack opening or multiplied computed values of loads, efforts/forces or other actions The values of the coefficient of reliability according to designation/purpose n are set in the dependence on the class of the responsibility of buildings and construction according to the following table

Class of the responsibility of buildings and construction Class I . Basic buildings and the construction of the objects, which have t he separately great national-economic and (or) social value: main housings TES, AES, central knots of blast furnaces, chimney stacks with a he ight are more than 200 m, television towers, constructions of main primary network YEASS, reservoirs for the oil and

Coefficient of reliability according to purpose .n

1,0


Page

17

ON CLASS ESTABLISHMENT OF THE RESPONSIBILITY OF BUILDINGS AND CONSTRUCTION CIVIL HOUSING OF THE PRODUCTION DESIGNATION/PURPOSE Order of 30 October, 1992, N 91 for the purpose of providing safety of life and health of people, protection of the environment 1. To establish/install the class of the responsibility of buildings and construction of civil housing and production designation/purpose according to the application/appendix. 2 During the design/projection of buildings and construction of civil housing and production designation/purpose to calculate the coefficient of reliability p on the basis of designation/purpose, established by SNIP 2.01.07-85.

Application CLASSES responsibility building and the construction of the civil housing and production designation/purpose Class I Coefficient of reliability according to the designation/purpose .# = 1 Apartment houses — With height 9 floors and more Public buildings — The children's pre-school construction ; — the educational institutions of all forms (s chool, VUZ - Institute of Higher Education-, training combines) ; — Extra-scholastic establishments for the children and the adolescents ; — Hospital to 100 cots and more, maternity wards and obstetrical housings ; — Enterprise of retail trade with a commercial area of 200 sq. meters and more ; — Enterprise of public nutrition in 200 places and more ; — Enterprise of domestic maintenance/servicing in 150 work sites and more ; — Hotel, sanatorium, the establishment of leisure and tourism ; — Motel, campgrounds, boarding houses, dispensary by the capacity of 250 places and more ; — theaters, circuses, cinemas, concert and dancing halls, palaces and the house of culture, clouds/clubs, museums, exhibition buildings, library, archives ; — administrative buildings, besides entering the group V (SNIP ii -84-78) ; — design, prospecting, scientific research and institutes for comprehensive studies and organization, computer centers ,

Page 18


APPENDICES

APPENDIX 1 Reference

BRIDGE AND SUSPENSION CRANES/VALVES OF THE DIFFERENT GROUPS OF THE MODES OF OPERATION ( E X E M P L A R Y/ A P P R O X I M A T E E N U M E R A T I O N ) Cranes/valves Manual of all forms with the driving/homing suspension pulley blocks, including with the attached seizures with the winch cargo carts, including with the attached seizures With the winch cargo carts, including with the attached seizures

With two-cable type grabs, the magnetic- grab magnetic Tempering, forging, bolt, foundries.With twocable type grabs, magnetic- grab With the winch cargo carts, including with the attached seizures Transverse/traverse, mul'dogreyfernye, mul'dozavalochnye, for undressing of ingots, pile driver, cupola, kolodtsevye magnetic

Groups of the operating modes 1B-QB

4B-6B

Use conditions Any repair and shifting works of the limited intensity the machine rooms of power stations, installation works, the shifting works of the limited intensity Shifting works of average/mean intensity, technological works in the machine shops, the storages of the finished articles of the enterprises of building materials, the storages of metal-sale the mixed storages, work with the diverse loads the storages of semi finished products, work with the diverse.

7B

Shops of metallurgical enterprises the storages of bulk cargos and scrap metal with the uniform loads (with the work in one or two changes) technological cranes/valves with the round-theclock operation

8B

Shops of the metallurgical enterprises Shops

and

the

storages

of

metallurgical

APPENDICES


Page

19

l — the flight/span of crane/valve, m ; l 1 — the approximation/approach of cart, m. computed value of the considered/examined load taking into account the coefficient of reliability on load f (see Section 4.8) starts not more limiting values, indicated in the following table:

Cranes/valves Suspension (manual and electrical) and bridge manual the electrical bridge: the general purpose of the groups of the modes of operation 1 B-QB the general purpose and special of the groups of the modes of operation 4B —7B, and also the foundries the special groups of the mode of operation 8 K with the suspension of the load: flexible rigid

Limiting values of loads F, kN (6c) 10 (1) 50 (5) 150 (15)

250 (25) 500 (50)

APPENDIX 3 Required

DIAGRAMS OF LOADS DUE TO SNOW AND THE COEFFICIENTS Diagram number

1

Profiles/airfoils of coatings and diagram of loads due to snow Buildings with the lean-to and two-slope surface coatings

Coefficients.and the field of application of the diagrams

Page 20


APPENDICES

Continuation of Appendix 3 Diagram number

2

Profiles/airfoils of coatings and diagram of Coefficients and the field of application of the diagrams loads due to snow Buildings with the arched and close to them in the outline coatings Error!, but not more 1,0 and not less 0,4. Version 2 should be considered with Error! :

Error

Error!

Error!

Error!

µ2

1,6

2,0

2,2

For the ferroconcrete flooring slabs coefficient.should be assumed/taken not more than 1,4

2

Coatings in the form of the lancet arches

β ≥ 15° it is necessary to use diagram 1,b , assuming l = l ´; with β < 15° diagram 2 With

APPENDICES


Page

21

Continuation of Appendix 3 Diagram number

Profiles/airfoils of coatings and diagram of loads due to snow

Coefficients and the field of application of the diagrams

Notes: 1. diagrams of versions 1, 2 should be also used for two-slope surface and vaulting of two- trispan buildings with the lamps/canopies in the middle of the buildings 2. influence of the vetrootboynykh panels on the distribution of load due to snow near the lamps/canopies not to consider. 3. for the flat/plane slopes with b > of 48 m should be considered the local increased load in lamp/canopy as in the drops/jumps (see diagram 8)

4

North-light/sawtooth coatings

Diagrams should be used for the north-light/sawtooth coatings, including with the inclined glazing and the arched outline of the roofing

Page 22


APPENDICES

Continuation of Appendix.3 Diagram number

Profiles/airfoils of coatings and diagram of loads due to snow Two- and multispan buildings with the arched and close to them in the outline coatings

Version 2 should be considered with Error! For the ferroconcrete flooring slabs of the value of coefficients.should be assumed/taken not more than 1,4

6

7

Coefficients and the field of application of the diagrams

Two- and multispan buildings with two-slope surface and vaulting with the longitudinal lamp/canopy

Coefficient.should be assumed/taken for the spans with the lamp/canopy in accordance with versions 1 and 2 diagrams 3, for the spans without the lamp/canopy.with versions 1 and 2 diagrams 5 and 6. For the flat/plane two-slope surface (R < 15°) and the arched Error! coatings with l ’ > 48 m should be considered the local increased load, as in the drops/jumps (see diagram 8)

APPENDICES


Page

23

Continuation of Appendix. 3 Diagram number 8

Profiles/airfoils of coatings and diagram of loads due to snow

Coefficients and the field of application of the diagrams Coefficient % should be assumed equal:

µ0

1

= 1 + (m1l 1′ + m2 l 2′ ), but it must not exceed : h

Error! (where h - ; =; s0 - ; kPa); 4 - for the buildings (profile/airfoil A); 6 - for the sheds (profile/airfoil b). Values m1 (m2) for the upper (lower) coating depending on its profile/airfoil should be taken as the equal: 0,5 - for the flat/plane coatings @ ≤ 20° and arched - 7 Error! 0,3 - for the flat/plane coatings @ > 20 °, arched - 7 Error! and coatings with the transverse lamps/canopies For the lower coatings by width @ < 21 m (profile/airfoil c) value m2 should be determined from formula m2 = 0,5k 1 k 2 k 3 but not less than 0,1, where Error!; Error!; Error!, but not less than 0,3 (@ - ; =; 8 , S - ; degree). The height of drop/jump yu should be counted off from the cornice of lower coating in the place of its contiguity to the wall The values of l’ 1 (l ’2) for the upper (lower) coating depending on the presence and orienting the lamps/canopies should be taken as the equal: ") with the longitudinal lamps/canopies:

l 1′

= l 1* − 2h1h ; l 2′ = l 2* − 2 h2l − 2h;

@) without the longitudinal lamps/canopies or with the transverse

Page 24


APPENDICES

Continuation of Appendix. 3 Diagram number

9

Profiles of coatings and diagram of loads due Coefficients and the field of application of the diagrams to snow Buildings with two jumps in the height Load due to snow on upper and lower coating should be assumed/taken according to diagram 8.Values %1 , b1 , %2 , b2 should be determined for each drop/jump independently, in this case: for the leftist l ’2 = l 2 – 2h1 – 5h2; for the right l ’2 = l 2 – 2h2 – 5h1;

If, l 2 < b1 + b2, 6)

µ

=

 

(µ 1b1 + µ 2 b2 ) 1 −

but not more

  − (b1 + b2 ) b1 + b2   , l 2

l 2

+ µ 2 b1 b1 + b2

µ 1b2

10

Coating with the parapets

11

Sections of coatings, which adjoin raised above Diagram relates to the sections with the superstructures with the the roofing ventilating shafts and other diagonal of base not more 15=. superstructures Depending on the calculated construction/design (flooring slabs,

Diagram should be used with Error! (h – ; =; s0 – ; kPa); Error! but not more 3

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2 5

DIAGRAMS OF WIND LOADS and THE AERODYNAMIC COEFFICIENTS Diagram number

1

Diagrams of buildings, construction, elements of structures and wind loads The separate flat/plane continuous constructions/designs. Vertical and deflecting from the vertical not are more than to 15 ° surfaces:

windward leeward 2

Determination of the aerodynamic coefficients

Notes

–– &< = + 0,8 &< = - 0,6

Buildings with the two-slope surface coatings S N I P 2 . 0 1 . 0 7 8 5 . L O A D S A N D E F F E C T S

1. With the wind, perpendicular to the end/face of buildings, for the entire surface &< = - 0,7 2. During the determination of coefficient.in accordance with 6.9

h = h1 + 0,2 l tg R

A R P e P q E u N i r D e d I X 4

A P P E N D I C E S


3

Diagrams of buildings, construction, elements of structures and wind loads Buildings with the arched and the close ones to them in the outline to the coatings


Notes

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2 6

1. cm. of that annotated.1 to diagram 2. 2. During the determination of coefficient.in accordance with p. 6.9 h = h1 + 0,7 f

The value of see starts according to diagram 2

4

Buildings with the longitudinal lamp/canopy

The coefficients this, &<1, &<2 and &<3 should be determined in accordance with the indications to diagram 2

5

During the calculation of the transverse frames of buildings with the lamp/canopy and the vetrootboynymi panels the value of the summary drag coefficient of system of fonar6 panels is taken as equal to 1,4 1. During the determination of coefficient.in accordance with p. 6.9 h = h1

Buildings with the longitudinal lamps/canopies

1. For the windward, the For coating of building in the section AV the coefficients se should be assumed/taken according to diagram 4. For the lamps/canopies of section SV with λ ≤ 2 & , = 0,2; with 2 ≤ λ ≤ 8 for each lamp/canopy & , = 0,1λ; with λ > 8 & , = 0,8, here Error! For the remaining sections of coating &< = - 0,5

leeward and lateral walls of buildings the pressure coefficients should be determined in accordance with the indications to diagram 2. 2. During the determination of coefficient v in accordance with p . 6.9 h = h1

S N I P 2 . 0 1 . 0 7 8 5 . L O A D S A N D E F F E C T S

A P P E N D I C E S


6

7

Diagrams of buildings, construction, elements of structures and wind loads Buildings with the longitudinal lamps/canopies of different height

The coefficients of &’ <1, &’’ <1 and 7<2 should be determined in accordance with the indications to diagram 2, where during the determination this after &<1 4" h1 it is necessary to assume/take the height of the windward wall of the building For the section AV se one should define just as for the section VS of diagram 5, where after h1 – h2 it is necessary to assume/take the height of the lamp/canopy

Buildings with the north-light/sawtooth coatings

c f = 0,04. 2. See that annotated 1 and 2 to diagram 5

Buildings with the zenith lamps/canopies

For the windward lamp/canopy the coefficient se should be determined in accordance with the indications to diagram 2, for the remaining part of the coating.as for the section VS of diagram 5

2 7

See that annotated 1 and 2 to diagram 5

1. Frictional force must be considered in any direction of wind, in this case

For the section AV se one should determine in accordance with the indications to diagram 2. For the section VS (* &< = –0,5

8

Notes


P a g e


See that annotated 1 and 2 to diagram 5 A P P E N D I C E S


Diagrams of buildings, construction, elements of structures and wind loads

9

Buildings, constantly opened from one side


With M

≤

5% &i1 = &i2 = ±0,2; with M ≥ 30% &i1

should be assumed equal of see, determined in accordance with the indications to diagram 2; &i2 = +

0,8

Notes Coefficients se on the external surface should be assumed/taken in accordance with the indications to the diagram Permeability of enclosure/protection should be defined as the ratio of the summary area of the existing/available in it apertures to the total area of enclosure/protection for the airtight building should be assumed/taken &i = 0. In the buildings, indicated in p. 6.1v, the principal value of internal pressure on the light partitions (at their surface density less than 100 kg/m2) should be assumed equal to 0,2 w0, but not less 0,1 5$" (10 kg 7/= ). 2

For each wall of building sign plhs. or minus. for the coefficient of siy with..5% one should determine on the basis of the condition of the realization of the most unfavorable version of load

10

Ledges of buildings with R < 15º

For the section CD &< = 0,7. For the section (* &< it follows to determine by linear interpolation of values, adopted at points ( and * . The coefficients this and see in the section ( should be assumed/taken in accordance with the indications to diagram 2 (where b and l sizes/dimensions in the plan/layout of entire building). For the vertical surfaces the coefficients se must be determined in accordance with the indications to diagrams 1 and 2

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2 8


A P P E N D I C E S

Continuation ofAppendix.4 Diagram number

11

Diagrams of buildings, construction, elements of structures and wind loads Sheds


Notes 1. The coefficients this &<1, &<2, &<3, &<4 sowing one should carry to the sum of pressures on the upper and lower surfaces of the sheds. For the negative values this &<1, &<2, &<3, &<4 sowing the direction of pressure on the diagrams one should change to the the opposite. 2. For the sheds with the wavy coatings c f = 0,04

12"

Sphere

& , = 1,3 & , = 0,6 & , = 0,2

+&( T T

5

Re < 10 ; 5 2 ⋅ 10 ≤ Re ≤ 3 ⋅ 10 ; 5 4 ⋅ 10 > Re, where Re.Reynolds number ; 5

1. Coefficients se are given with Re > 4 ⋅ 105. 2. During the determination of

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2 9


coefficient in accordance with

p.6.9 should be assumed/taken b = h = 0,7d

Re = 0,88d w 0 k ( z )γ f ⋅ 10 5 ; w0 – the diameter of sphere, m; k ( z ) – it is determined in accordance with p. 6.4 , Pa; z – distance, m, from the earth's surface to the center of the sphere; γ f – it is determined in accordance with p .6.11

A P P E N D I C E S

Continuation ofAppendix.4 Diagram Diagrams of buildings, construction, elements of structures and wind loads number Construction with the circular cylindrical surface 12,@

Notes


&< = k 1 &S where k 1 = 1 with cS > 0;

P a g e

3 0

cS it is necessary to assume with Re > 4 ⋅ 10 according to the graph 5

1. Re one should determine from formula to diagram 12, and, assuming/taking z = h1

. During the determination of coefficient one should assume/take in accordance with p. 6.9:

b = 0,7d ; h = h1 +0,7 f. 2. The coefficient of &i should be considered during the omitted coating («the floating roofing »), and also in the absence of it.


A P P E N D I C E S

Continuation ofAppendix.4 Diagram number 13



Notes

Prismatic of the construction

1. For the walls with lodzhiyami

&, = k c xV; cy = k c yV Table 1

b

= 0,1 – 0,5 ( C = 40 -

50º c yV = 0,75; the resultant Table 2

of wind load is applied at point 0, in this case eccentricity

< = 0,15b. 2. Re one should determine from formula to diagram 12, and, assuming/taking z = h1, d – the diameter of the circumscribed circle . During the determination of the coefficient X correspondence with p. 6.9 h the height of construction, b.size/dimension in the plan/layout with respect to the axis y.

In table. 2

λ

=

l b

3 1

with the wind, parallel to these walls,, c f = 0,1; for the wavy coatings c f = 0,04. For the rectangular in the plan/layout buildings with

l

W< it is necessary to determine according to table 2.

P a g e


, where l, b – the respectively maximum and minimal sizes of

construction or its element in the plane, perpendicular to wind direction .

A P P E N D I C E S

Continuation ofAppendix.4 Diagram number

13

Diagrams of buildings, construction, elements of structures and wind loads Prismatic construction


Notes

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3 2

Table 3


Table 4

A P P E N D I C E S



14

Construction and their elements with the circular cylindrical surface (reservoirs, cooling tower/salt pan, tower, chimney stacks), wire/conductor and ropes, and also the circular tubular and continuous elements of the through construction


& , = k c ,V where k – they will be determined according to table 1 of diagram 13 ; c ,V - it is determined according to the graph:

For the wires/conductors and the ropes (including covered with ice-covered surface) & , = 1,2

15

The separate flat/plane lattice frames

c x

=

1 Ak

∑ c A , xi

i

where c xi – the aerodynamic coefficient of the i-1) element of constructions/designs; for the profiles/airfoils of c xi = 1,4; for the tubular elements of c xi one should determine according to graph to diagram 14 , in this case it is necessary to assume/take We = W (see Table 2 of diagram 13 ); Ai – the projected area of the i-1) element on the plane of the construction/design; Ak – the area, limited by the outline of the construction/design

Notes 1. Re one should determine from formula to diagram 12, and, assuming/taking z = h, d – the diameter of construction. Values O they assume/take for the wooden constructions = 0,005 m; for the brickwork = 0,01 m; for the concrete and ferroconcrete constructions/designs O = 0,005 m; for the steel constructions/designs O = 0,001 m; for the wires/conductors and the ropes with a diameter of d O = 0,01d ; for the ribbed surfaces with the edges/fins with a height of b O = b. 2. For the wavy coatings c f = 0,04. 3. For the wires/conductors and the ropes d ≥ 20 mm, free from the ice-covered surface, values & , are allowed to descend by 10% 1. Aerodynamic coefficients for diagrams 15-17 are given for the lattice frames with the arbitrary form of outline and Ai

=

∑

i ≤ 0,8. Ak 2. Wind load should be carried to the area, limited by the outline Ak . 3. The direction of axis X coincides with the wind direction and it is perpendicular to the plane of the construction/design

ϕ

P a g e

3 3


A P P E N D I C E S

Continuation of Appendix.4 Diagram number 16

Diagrams of buildings, construction, elements of structures and wind loads Number of the flat/plane in parallel arranged/located lattice frames


Notes

For the windward construction/design the coefficient of skhy is defined just as for diagram 15. For the second and subsequent constructions/designs

See annotated 1-3 to diagram 15. 1. Re one should determine from formula to diagram 12, and, where d – the mean diameter of tubular elements; z – it is allowed to take as the equal to distance from the earth's surface to upper flange . 2. In the table to diagram 16 : h – the minimal size of outline;for the rectangular and trapeziform farms/trusses h length of the smallest side of outline;for the circular lattice frames h - their diameter;for the elliptical and close ones to them in the outline constructions/designs h - length of minor axis; b – the distance between the connections by the farms/trusses Coefficient.one should determine in accordance with the indications to diagram 15

& ,2 = & ,1 D

For the farms/trusses from the pipes with Re ≥ 4 · 10

D = 0,95

5

P a g e

3 4


A P P E N D I C E S

Continuation of Appendix.4 Diagram number 17

18

Diagrams of buildings, construction, elements of structures and wind loads Lattice towers and the three-dimensional trusses

Determination of the aerodynamic coefficients ct = c x (1 + D) k 1, where c x - it is defined so as for the diagram 15; D - it is defined so as for diagram 16 .

Notes See that annotated.1 to diagram 15. 1. ct it relates to the area of the outline of the windward face. 2. in the wind direction along the diagonal of tetrahedral square towers the coefficient k1 for the steel towers from the single elements should be decreased by 10 %; for the wooden towers from the basic elements.to increase by 10 %

Guys and the inclined tubular elements, located in flow plane

c xα

= c x sin 2 α ,

where 7> – it is determined in accordance with the indications to diagram 14

P a g e

3 5


-

A P P E N D I C E S

SNiP-2-01-07-85-Loads-and-Effects.pdf

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