SP 20.13330.2016 - EN Amendment No. 2 [PDF]

Zitiervorschau

Rev. 2 to SP 20.13330.2016

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Change 2 to SP 20.13330.2016 SNiP 2.01.07-85* Loads and effects Approved and put into effect by the Order of the Ministry of Construction and Housing and Communal Services of the Russian Federation (Minstroy of Russia) dated January 28, 2019 No. 49/pr Effective as of 2019-07-29 Content Subsection 8.3. Description. To be revised: 8.3 Lump Loads Appendix B. Description. To be revised: "Appendix B Snow load diagrams and form factors μ." Add the names of Appendices G, I, K as follows: "Appendix G Basic requirements for model tests of buildings and structures in wind tunnels Annex I General methodology of model tests of buildings and structures in wind tunnels Annex K Normative values of snow cover weight for cities of the Russian Federation" Introduction Add the fourth paragraph as follows: "The code of rules was developed by the team of "RC "Construction" JSC – TSNIISK n.a. V.A. Kucherenko (Candidate of Engineering N.A. Popov, Candidate of Engineering I.V. Lebedeva, Doctor of Engineering, I.I. Vedyakov) with the participation of RAACS (Dr. of Engineering V.I. Travush), StaDiO Research Center CJSC (Dr. of Engineering A.M. Belostotsky, Dr. of Engineering P.A. Akimov, Candidate of Engineering I.N. Afanasyeva) and FGBU "Main Geophysical Observatory named after A.I. Voeykova" (Dr. of Geography N.V. Kobysheva)." 2 Regulatory References Add a regulatory reference as follows: "SP 296.1325800.2017 Buildings and structures. Special impacts." 4 General Provisions Clause 4.2. List a). To be revised: "(a) for the calculation of group 1 limit states, in accordance with 7.2–7.4, 8.1.4, 8.2.7, 8.3.5, 8.4.5, 9.8, 10.12, sections 11, 12.5 and 13.8." 6 Load Combinations Clause 6.6. List b). Replace the words: "given in 8.2.4 and 8.2.5;" to "given in 6.7 and 6.8;". Add clauses 6.7 and 6.8 to the section as follows: "6.7 For the design of beams, ledgers, slabs, walls, columns and foundations that accept loads from one floor, the standard values of loads specified in Table 8.3 may be reduced depending on the load area A, m2 from which the loads on the calculated element are transferred by multiplying by the coefficient φ1 or φ2, which is equal to: a) For positions 1, 2, 12 and (at A > A1 = 9 m2) (6.6)

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b) for positions 4, 11, 12, b (with A > A 2 = 36 m 2) (6.7) 6.8 In determining the forces for the design of columns, walls and foundations that accept loads from two or more floors, the total normative values of loads specified in positions 1, 2, 4, 11, 12, a and 12, b of Table 8.3, may be reduced by multiplying by the combination factors φ3 or φ4: a) for positions 1, 2, 12, a (6.8) b) for positions 4, 11, 12, b (6.9) where φ1, φ2 are defined in accordance with 6.7; n – total number of floors from which loads are taken into account when designing the cross-section of the column, wall, foundation. 8 Loads from equipment, people, animals, stored materials and products, vehicles 8.2 Live loads Clause 8.2.2. Second and third paragraphs. Exclude. Table 8.3. Note 3. Replace words: "subject to 8.2.4 and 8.2.5" to "subject to 6.7 and 6.8 ." Clauses 8.2.4 and 8.2.5. Exclude. Add clauses 8.2.6 and 8.2.7 to subsection 8.2 as follows: "8.2.6 The standard values for horizontal loads on the handrail rails of stairs and balconies shall be accepted as follows: a) For residential buildings, preschool organizations, rest homes, sanatoriums, hospitals and other medical institutions – 0.5 kN/m; b) for stands and gyms – 1.5 kN/m; c) for other buildings and premises – 0.8 kN/m or by design assignment; d) for service platforms, bridges, roof fences designed for short periods of time for people, the standard value of horizontal load on the handrails shall be 0.3 kN/m, if the task for design based on technological solutions does not require a higher load value. 8.2.7 The γf load factors for evenly distributed loads specified in 8.2.2 shall be accepted as follows: 1.3 – at full normative value less than 2.0 kPa; 1.2 – at full normative value of 2.0 kPa and more. Load-bearing capacity of the temporary partitions shall be taken subject to 7.2. For the loads specified in 8.2.6, a load factor of γf = 1.2 should be accepted. Subsection 8.3. Description. To be revised: "8.3 Lump Loads" Clauses 8.3.2 and 8.3.3. Exclude.

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Add clause 8.3.5 to subsection 8.3 as follows: "8.3.5 For the concentrated loads specified in 8.3.1, a load factor of γf = 1.2 should be accepted. 8.4 Vehicle loads Clause 8.4.3. To be revised: "8.4.3 Loads design values given in Table 8.4 may be adjusted in accordance with the vehicle technical data, taking into account the given layout and a dynamic coefficient of at least 1.4." 10 Snow Loads Clause 10.1. Subterminal paragraph. To be revised: "μ – form factor that takes into account the transition from the weight of snow cover to the snow load on the cover taken in accordance with 10.4;" Clause 10.2. To be revised: "10.2 The standard value of snow cover weight S g per 1 m2 of the horizontal land surface for individual settlements of the Russian Federation shall be taken in accordance with Appendix K. For the rest of the Russian Federation, the normative value of snow cover weight S g per 1 m2 of horizontal land surface shall be taken depending on the snow area according to Table 10.1. Table 10.1 Snow areas (accepted on map 1 of Appendix F)

I

II

III

IV

V

VI

VII

VIII

S g, kN/m 2

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

S g values indicated in Table 10.1 may be specified in accordance with the established procedure based on the data of the hydrometeorological organizations for the construction site. In this case, the S g value shall be calculated according to the formula S g = S g,50/1.4, where S g,50 is exceeded on average once in 50 years by the annual maximum weight of the snow cover, determined based on the data of multi-year itinerary surveys on water reserves in the snow cover in the areas protected from direct impact of wind. The normative value of snow cover weight shall be determined using the formula given in footnote 1 to map 1 of Appendix F, taking into account the altitude coefficient adopted in Table F.1, or based on the data of hydrometeorological organizations in the following cases: - for locations in mountainous and underexplored areas marked on map 1 of Appendix F; - in places with complex terrain changes and altitudes greater than 500 m above sea level. " Clause 10.4. First paragraph. To be revised: "10.4 Snow load distribution diagrams and form factor μ values for coatings shall be adopted in accordance with Appendix B." Clause 10.4. Second paragraph. To be revised: "For buildings and constructions having overall dimensions of coverage exceeding 100 m in both directions, except for covers specified on schemes B.1 and B.5 of Appendix B, as well as in all cases not provided for by Appendix B (in case of other forms of c overs, if it is necessary to take into account different directions of snow transfer on cover, buildings and constructions of surrounding buildings, etc.), schemes of snow load distribution on covers and values of μ coefficient are established in recommendations developed based on the results of model tests in wind tunnels (see appendices G and I) taking into account 4.7 or available data.

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The values of the form factor μ shall be set taking into account the most unfavorable directions of snow transport, the average air temperature in winter, humidity, regularities of changes in density and structure of snow deposits in time for the construction site." Clause 10.7. To be revised: "10.7 For flat (up to 12% slope or f/l ≤ 0.05) single-span and multi-span building surfaces designed in the field of types A or C and having a characteristic size in plan lc not exceeding 100 m (see diagrams B.1, B.2, B.5 and B.6 of Annex B) and for high -rise building surfaces it is permissible to take into account the snow drift coefficient adopted by formula (10.2) but not less than 0.5: (10.2) where k is taken from Table 11.2 for area types A or B (see 11.1.6); – characteristic coating size of no more than 100 m; b – the smallest coverage in the plan; l – the largest coverage in the plan. For covers with slopes from 12 to 20% of single-span and multi-span buildings without lanterns, designed on the area types A or B (see diagrams B.1 and B.5 of Appendix B) ce = 0.85." Clause 10.11. Add fourth paragraph as follows: "The lower normative value shall be taken into account when calculating the deflections of coatings or their areas equipped with snow melting systems, as well as in other cases established in the design standards of building structures." Add clause 10.13 to the section as follows: "10.13 Horizontal and vertical snow slide loads acting on the underlying pavement structures, protruding elements of envelope structures, facade systems, engineering equipment and snow retarding devices shall be established in the recommendations developed in accordance with the design assignment taking into account 4.7. If necessary, the dynamic effect of the load caused by snow slippage shall be taken into account." 11 Wind effects Clause 11.1.2. First paragraph and formula (11.1). To be revised: "11.1.2 In all cases, the standard value of the main wind load w shall be determined as the sum of the average wm and ripple wg components w = wm + wg.

(11.1)"

Clause 11.1.6. Notes: Add note 3 as follows: "3 For heights of z e ≤ 5 m, the coefficient k(z e ) and the coefficient ζ(z e ) of wind pressure pulsation (see 11.1.8) shall be determined by Tables 11.2 and 11.4 respectively."

Formula (11.4). Restate and supplement by a note as follows: "k(ze) = k10(ze/10)2α at 10 ≤ ze ≤ 300 m.

(11.4)

No t e – For heights ze < 10 m the coefficient k(z e) is determined by Table 11.2."

Clause 11.1.7. Third paragraph. To be revised: "For structures of a higher level of responsibility, which are specified in [1, Article 48.1, Part 2] or in Note 2, as well as in all cases not provided for in C.1 (other forms of structures, accounting for the proper justification of other directions of wind flow or components of the overall resistance of the body in other directions, the need to take into account the impact of nearby buildings and structures, terrain and similar cases), the aerodynamic coefficients are

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established in the recommendations developed taking into account 4.7 based on the following results: 1) physical (experimental) modeling – tests in wind tunnels (see Appendices G and I); 2) mathematical (numerical) modeling of wind aerodynamics on the basis of numerical schemes of solution of three-dimensional equations of motion of liquid and gas with adequate models of turbulence, realized in modern verified licensed software complexes of computational hydrodynamics.” Notes. Add note 4 as follows: "4 For buildings and solid-stranded structures the aerodynamic coefficients of total pressure are d efin ed as the algebraic sum of coefficients of external ce and internal ci pressures."

Clause 11.1.8. First paragraph. To be revised: "11.1.8. Normative value of the ripple component of the main wind load wg at the equivalent height ze shall be determined as follows:" List a). Formula (11.5). To be revised: "wg = wmζ(ze)v,

(11.5)"

Formula (11.6). Restate and supplement by a note as follows: "ζ(ze) = ζ10(ze/10)-α at 10 ≤ ze ≤ 300 m

(11.6)

No t e – For heights ze < 10 m the coefficient ζ10(ze ) is determined by Table 11.4."

Formula (11.7). To be revised: "wg = wmξζ(ze)v,

(11.7)"

Clause 11.1.11. Table 11.7. To be revised: "Table 11.7 Main coordinate plane with parallel calculated surface zoy zox хоу

ρ b 0.4а b

χ h h а

Clause 11.2. First paragraph. To be revised: "For fence elements and their fastening units (in particular, hinged facade systems and translucent facades and coverings) it is necessary to take into account the positive w + peaks and negative w- effects of wind loads, the standard values of which are determined by the formula "w+(-) = w0k(ze)[1 + ζ(ze)]cp,+(-)v+(-),

(11.10)"

Clause 11.2. Last paragraph (before the note). To be revised: "Aerodynamic coefficients cp,+, and cp,- are determined based on the results of model tests of structures in wind tunnels, numerical modeling or taking into account the data published in the technical literature. For stand-alone rectangular buildings, the values of these coefficients are given in C.1.17." 14 Other loads To be revised:

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"14 Other loads Loads and impacts not included in this set of rules (special process loads, vibration loads from all types of transport, moisture and shrinkage impacts, loads from industrial dust deposits, from volcanic ash, sand in desert areas) are established in other standards of design of building structures, design tasks or in recommendations developed as part of sc ientific and technical support." Appendix B Description. To be revised: "Appendix B Snow load diagrams and form factors μ" Subsection B.2. First paragraph. To be revised: "For buildings with vaulted and similar coatings (see figure B.2) it shall be taken μ 1 = cos(1.5α); μ 2 = 2sin(3α),

(B.1)

where α – the slope of the coating, grad.; the values of μ1 are calculated at each point of the coating. For vaulted surfaces of circular shape, the values of μ 2 are calculated at points with a slope of α = 30°, α = 60° and in the outermost section of the coating (points A, B and C in Figure B.2). Intermediate μ 2 values to be determined with linear interpolation. For vaulted coatings of non-circular shape, the values of μ 2 are calculated by the formula (B.1) at each point. At α ≥ 60° μ 1 = 0 and μ 2 = 0." Last paragraph. Replace words: "at β < 15° scheme B.2.1" to "at β < 15° scheme B.2 – Figure B.2." Subsection B.5. First paragraph. First sentence. To be revised: "For two- and multi-span buildings with gable surfaces (see Figure B.8), option 1 shall be considered in all cases, option 2 for two-span buildings at α ≥ 15°, option 3 for multi-span buildings at α ≥ 15°. For two- and multi-span buildings at α ≥ 30°, the diagram of option 2 in Figure B.9. shall also be taken into account. Figure B.8 To be revised: "

Op t ion 1

Option 2

Option 3

Figure B.8"

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Subsection B.8. List b). Add a sentence as follows: "The length of the l′2 of the lower surface area that does not have parapets shall not be more than a triple of its width." Subsection B.11. First paragraph. Replace words: "For buildings" on "a) For buildings." Add the third sentence to the paragraph as follows: "At a maximum slope α < 30°, it is assumed that r1 = d/2." Add the following wording b) to subsection B.11 as follows: "b) For coatings in the form of a combination of two spherical surfaces of different curvature in a circular plane, snow loads shall be taken into account, as shown in Figure B.14a. For option 1 in section A – B width l1μ 1 = cos(1.5α1); in section B – B width l2μ 1 = cos(1.5α2). At α1 ≤ 7° and l1 < d/8, only option 1 shall be considered. For options 2 and 3, the coefficient μ 2 is calculated according to scheme 2 in Figure B.14. In this case, r1 is accepted as shown in Figure B.14a. Coefficient μ 3 is calculated according to diagram 2 in Figure B.14 for the central part of the coverage at r1 = l1/2, and z is calculated from the center of the sphere projection. At 7° < α2 ≤ 15°, options 1 and 2 must be taken into account; at 15° < α2 ≤ 30°, options 1 and 3 must be considered. At α2 > 30°, the diagrams for enumeration a) B.11 shall be taken into account without taking into account changes in surface geometry.

Op t ion 1

Option 2

Option 3

Figure B.14a." Subsection B.12. Description. To be revised: "B.12. Conical circular and conical buildings as a combination of spherical and conical surfaces" First paragraph. First sentence. To be revised: "a) For buildings with conical circular coatings (see Figure B.15), the coefficient μ 1 is determined by Table B.3." Fourth paragraph. Supplement the formula with the number (B.13) and set out as follows: "μ 2 = Cr2(z/r)sinβ; Cr2 = 1.7(30°/α),

(B.13)."

Add the following wording b) to subsection B.12 as follows:

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"b) For buildings with circular coatings in the form of a combination of spherical and conical surfaces (see Figure B. 15a), the coefficient μ 1 is determined by Table B.3. The μ 2 coefficient for option 2 (see Figure B.15a) is defined as follows: - in section 1, by the formula (B.10), depending on the slope α 1 at z, taken as the radius of the circle between D and E; - in section 2 – 0.5μ 2,max, where μ 2,max is calculated by the formula (B.10) at β = 90°; - in sections 3 and 4 – by formulas (B.12) or (B.13) depending on the slope α2; - in section 5 – μ 2 = 0.8μ 1 at 7° < α1 ≤ 15°; 0.5μ 2 at 15° < α1 ≤ 30° and μ 2 = 0 at α1 > 30°; - in section 6 – 0.5μ 2, where μ 2 is calculated by the formula (B.10) depending on the slope α1. For flat domes at α1 ≤ 10° and α2 ≤ 7° only option 1 must be considered.

Op t ion 1 Op t ion 2

Figure B.15a. For the coatings considered in list b), the condition α1 > α2 must be observed. Appendix C Wind loads Subsection C.1. Clause C.1.2. First paragraph. Add a sentence as follows: "For walls with a negative slope at 45° < θ < 90° (see Figure C.3), the aerodynamic coefficients are defined as for vertical walls.” Figure C.3. Add new graphic material to the right side of the picture:

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Clause C.1.4. To be revised: "C.1.4 Round in terms of dome and conical structures a) For dome coatings, the values of the ce coefficients at points A and C, as well as at section B – B are shown in Figure C.6,a. For intermediate sections, the ce coefficients are determined by linear interpolation. b) For conical coatings, the values of the aerodynamic coefficients of external pressure c e at 15° < α < 30° are determined (see Figure C.6,b) as follows: - for section A, the coefficient ce = -1.5; - for section B, the coefficient ce = -1.0; - for section C, the coefficient ce = -1.1; - for section D, the coefficient ce = -2.0; - for section E, the coefficient ce = -0.7; - for dome and conical coatings when determining the equivalent ze height according to 11.1.5 and the v-factor according to 11.1.11 h = h 1 + 0.7f.

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Linear interpolation

The value c equals the lowest of h/5 or d/10

Figure C-6." Clause C.1.5. Description. To be revised: "C.1.5 Buildings with longitudinal lanterns and buildings of variable height." Clause C.1.13. Figure C.19. To be revised: «

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Subsection C.2. Clause C.2.3. To be revised: "C.2.3 When calculating a structure for resonant vortex excitation along with the effect (see C.2.1) the effect of wind loads parallel to the average wind speed shall also be taken into account. The average wm,cr and ripple wg,cr components of this effect are determined by formulas: wm,cr = (Vcr/Vmax)2wm; wg,cr = (Vcr/Vmax)2wg,

(C.10)

where Vmax – the calculated wind speed at the zek height, at which the resonant vortex excitation occurs, determined by the formula (11.13); wm and wg are the calculated values of the mean and ripple components of the wind load, determined in accordance with the instructions 11.1." Subsection C.3. First paragraph. To be revised: "When assessing the comfort of people in buildings (dynamic comfort), the c alculated wind load wc is assumed to be equal wc = 0.7wg,

(C.11)

where wg – the standard value of the pulsation component of the main wind load (see 11.1.8)." Appendix F Zoning maps of the Russian Federation by climatic characteristics Map 1. To be revised:

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MAP 1. ZONING OF THE TERRITORY OF THE RUSSIAN FEDERATION BY SNOW COVER WEIGHT

Note to map 1. To be revised: "Notes 1 For mountainous areas with an altitude of h ≤ 500 m, the normative valu e o f t h e sn o w co ver weigh t is assumed to be S g for the corresponding snow area; for h > 500 m, it is determined by the formu la: S g (h ) = S g + kh(h - 500), kN/m 2, where k h is determined by Table F.1 or by the hydrometeorological authority. 2 In calculations for special combinations of loads in accordance with SP 296.1325800, the following valu es of an additional safety factor are set when determining the extreme snow load: Krasnodar – γа = 1.5; La b in sk – γа = 1.5; Krymsk – γа = 1.25; Kropotkin, Belorechensk and Maikop – γа = 1,2."

Table F.1. To be revised: "Table F.1 – Altitude factor k h for points located in mountainous areas marked on map 1 of Appendix F, as well as in areas with complex terrain changes and altitudes greater than 500 m above sea level Territorial area of the Russian Federation Republic of Dagestan Krasnodar region: Adler region Other areas Republic of Adygea Stavropol region Evenki Autonomous Area Krasnoyarsk region: Kemerovo region, Kuznetsk Alatau, Mountain Shoria Sayansky ridge, Kurtushibinsky ridge North-Yenisei area Republic of Buryatia: Hamar-Dabam ridge Baikal ridge Republic of Yakutia, Aldan Highlands

Snow area II

kh 0.001

VII II VII II VI

0.0075 0.005 0.0075 0.001 0.001

VI, VII IV VI

0.0068 0.0063 0.0028

IV IV III

0.002 0.0046 0.002

No t e – Values of altitude coefficient kh for other mountain areas, as well as places with complex changes in relief and altitude above sea level more than 500 m shall be established based on the data from hydrometeorological organizations.

Supplement the set of rules with Appendices G, I, K as follows:

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"Appendix G Basic requirements for model tests of buildings and structures in wind tunnels G.1 The purpose of conducting model tests of buildings and structures in wind tunnels is to determine one or more of the following parameters necessary for the normalization of wind effects: a) aerodynamic coefficients of internal (ci) and external (ce) pressures; b) aerodynamic drag coefficients (cx), shear force (cy) and torque (cmz); c) peak (positive (cp+) and negative (cp-) values of aerodynamic coefficients; d) Strouhal numbers St; e) probability density φ g(g) of the wind gust function g(t), which is used to assess the comfort of pedestrian zones; f) dynamic response of structures or their spectral characteristics (energy spectrum, au toand mutual correlation functions) under the action of the main type of wind load, as well as the response associated with the appearance of aerodynamically unstable oscillations (galloping, various types of flutter) or with resonant vortex excitation. G.2 During the model tests, the main regularities of snow transport over the structures' coverings shall be established, based on which the coefficients of the brush shape used in the normalization of snow loads shall be determined. G.3 When conducting model aerodynamic tests, certain similarity conditions (criteria) shall be met that provide the most reliable information on the wind loads acting on the building. The main and most essential criteria are the following: - geometric similarity, including the roughness of the model's outer surfaces; - similarity of the flow structure in the wind tunnel to the real wind conditions at the construction site. No t e – Where model tests are carried out in smooth-floor wind tunnels, or where the ground-level atmosphere is simulated by the use of turbulent grids, the use of the results obtained for the design of the structure must be further justified;

- similarity in the Reynolds number Re or fulfillment of a weaker requirement on the need to implement an automodel flow regime of the model equivalent to the flow regime of the structure; - similarity of the main dynamic characteristics of the model and the building (in the experimental determination of the dynamic response of the structure). G.4 In the manufacture of models, the linear scale of modeling M I shall be chosen so that the area of its midsection perpendicular to the flow direction meets the condition (G.1) where Sa – the working area of the wind tunnel where the model is installed; ψ – degree of filling of the working part; ψli – limit value of ψ, depending on the type of aerodynamic system.

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When the condition (G.1) is not met, the results of the experiment need to be corrected. Its methodology as well as the meaning of ψli for each aerodynamic installation are experimentally defined. G.5 To avoid distortion of test results, the flow rate in the working part of the wind tunnel shall not exceed 60 m/s. G.6 Before carrying out experimental researches it is necessary to measure speed and level of turbulent pulsations of the flow rate (degree of turbulence) on height of a boundary layer on all model placing area in a working part of a wind tunnel. G.7 The aerodynamic installation, equipment and instruments used shall be certified in accordance with the requirements for their operation and use. G.8 In determining the peak aerodynamic coefficients of cp+ and cp-, the interval of experimental data smoothing shall correspond to 1 – 3-second wind pressure for the actual construction. G.9 When drawing up the results of model aerodynamic tests, the following data shall be given in the reporting documents: a) linear simulation scale; b) state of the model surface (smooth, with artificially applied roughness, etc.) and its correspondence to the surface of the actual structure; c) model location in the working part of the wind tunnel and the degree of filling of its cross-section; d) model drainage scheme (when measuring average and peak values of aerodynamic coefficients); e) main characteristics of the incoming flow, including: - method of modeling the surface atmosphere layer (vortex generators and location of roughness elements on the bottom wall of the wind tunnel used to turbulence the flow); - distribution of average flow rate and turbulence intensity over the pipe section height at the model location with assessment of parameters of their degree or logarithmic approximation. No t e – When using the turbulence grids to model the surface atmosphere layer, it is also necessary to specify the integral scale of turbulence and the energy spectrum of the incoming flow;

f) Reynolds numbers, at which the tests were carried out, and the justification for the implementation of the automodel flow regime of the model corresponding to the flow regime of the real structure; g) flow rate or pressure against which the aerodynamic coefficients of pressure, forces and moments, as well as the Strouhal numbers and the energy spectra, have been normalized (with appropriate experimental studies). No t e – For aerodynamic force and torque coefficients, the axes in the direction in which these coefficien ts were determined as well as the cross-sectional areas used to determine them shall be additionally specified;

i) the limits of reliability of the frequency range (when measuring energy spectra, peak aerodynamic coefficients, dynamic response of the model and other similar phenomena) taking into account the natural frequencies of the receiving and recording equipment; j) Strouhal numbers and the basic dimensionless frequencies of vortices failure (when studying the phenomena of vortices failure from the side surfaces of buildings).

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Appendix I General methodology of model tests of buildings and structures in wind tunnels Similarity criteria specified in Annex G shall be applied to all model tests of buildings and structures in wind tunnels. No t e – Some specific aerodynamic construction tasks may also require other similarity criteria to be met: by Richardson numbers (Ri), Rossby (Ro), Froude (Fr), and others.

I.1 Geometric similarity Result of geometrical similarity of model and construction is equ ality of dimensionless coordinates of corresponding points of models and construction (I.1) where and x i - coordinates of the model and structure points in the direction of the i axis, respectively (i = 1, 2, 3); and li – corresponding linear dimensions of the model and structure in the direction of the i-axis, respectively (i = 1, 2, 3). The linear scale of M I modeling is determined by the relations (I.2) When making the model, the linear scale of modeling M I is chosen so that the ψ degree of filling of the wind tunnel cross-section meets the condition (G.1). When this condition is not met, the results of the experiment need to be corrected. Its methodology for each aerodynamic installation is determined experimentally. At model tests of buildings and constructions М l ~ 10 -2 – 10 -3; for elements of grid constructions М І is accepted as equal to 1. I.2 Similarity in roughness Similarity in the roughness parameter Δ is a special case of geometric similarity of roughness elements. Taking into account that in the majority of cases M I is about 10 -2 – 10 -3, it is usually impossible to satisfy this equality when making models. To estimate the effect of this parameter on the aerodynamic coefficients of the model roughness tests, the model roughness is usually artificially increased. To use the results of blowing such models to assign wind loads to the designed structures, as a rule, additional justification is required. I.3 Modeling on the Reynolds number Reynolds number Re is determined by the ratio (I.3) where V0 is the characteristic average wind or wind velocity in a wind tunnel ( ); ly – size of the structure or model in the direction perpendicular to the velocity direction V0; v ≈ 1.45·10 -5 m2/s – kinematic air viscosity.

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Since v has approximately the same importance for wind tunnel flows and in vivo, and (I.4) then the Reynolds numbers ratio corresponding to the model and the natural structure is proportional to the linear scale of M l modeling: (I.4) Considering that with model testing of real structures M l 1, then it is not possible to perform modeling approximately by the Re number; usually, when testing they use a weaker requirement: Reynolds numbers of the Re structure and its models must be in the same area of the autonomous flow mode. From the practical point of view, the main feature of the automode l area is that its aerodynamic coefficients depend weakly on the Reynolds number. This fact allows to use with sufficient reliability the results of model tests at assignment of wind loads acting on real structures. The limits of the automodel area depend on the degree of roughness Δ of the model surface, its relative dimensions and incoming flow properties. For structures with sharp edges (with angular points of the cross-section), the lower limit of the auto-modeling area Re1 ≈ 10 2 – 10 3; and in aerodynamic tests of their models can be considered that the condition of auto-modeling is always fulfilled. For structures with a smooth cross-section, the lower limit of the auto-model area corresponding to its crisis flow and the Reynolds numbers implem ented in its model tests often have close values of 10 5 – 10 6. Fulfillment of the auto-modeling condition of the model flow during each experiment shall be established directly based on the analysis of the obtained results. No t e – Fulfillment of the conditions of model geometric similarity (taking into account the surface roughness degree) and automodelity of its flow in a wind tunnel provides the fulfillment of the similarity criterion by the Strouhal number during the experimental studies.

I.4 To simulate the structure of the limit atmosphere during the model tests it is recommended to use aerodynamic pipes of meteorological or geophysical type, the length of which exceeds six heights of their cross-section and of rectangular shape. Taking into account that the formation of the atmosphere surface layer at strong winds and in pipes with a long working part takes place uniformly, due to the interaction of flows with the corresponding underlying surfaces, in both these cases their structure - the profile of the average component of the velocity and energy spectra of the pulsation component - are similar. The main parameter characterizing the properties of real wind conditions and flows realized in wind tunnels with a long working part is the roughness parameter z 0 of the underlying surface. Due to the use of various elements of roughness (turbulators) and different ways of their placement on the floor of the wind tunnel,

the value of the tests can vary widely enough.

It also changes along the working part of the pipe. These two circumstances make it possible to select test conditions that are appropriate to the actual conditions.

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To use the results of model tests in pipes with long working part it is quite enough to k now the roughness parameter ; a detailed description of the energy spectrum of the flow rate is not necessary due to its similarity to the spectrum of the longitudinal component of the wind speed. No t e – Sometimes when testing in pipes with a short working part, turbulent grids are installed at the nozzle outlet to turbulence the flow. Since the turbulent structure of such flows differs significantly from the st ru ct ure of the limit atmosphere, the results obtained in experiments with "grid" turbulence require additional justification for practical use.

I.5 The energy spectra of the flow rate or pressure determined by the wind tunnel model test results can only be used in practice for the frequencies f1 ≤ f ≤ f2; here f1 and f2 are the lower and upper limits of the reliable frequency range, respectively, and depend on the length of the Δ record of pressure pulsations during the experiment and the sampling interval (quantization) Δ of the data during statistical processing of these records. In practice, it is allowed to accept (I.6a)

(I.6b) where M I and M v are defined in I.1 and I.3 respectively.

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Appendix K Normative values of snow cover weight for cities of the Russian Federation Table K.1 – Normative Value of Snow Load City, place

No.

S kN/m 2

Maykop

0.90

Altai Region Altai Republic 1 2

Barnaul Biysk

1.55 2.15

3

Gorno-Altaisk

1.90

4

Rubtsovsk

1.00

Amur region 1

Blagoveshchensk

0.50

1

Arkhangelsk

1.80

2

Severodvinsk

2.25

Astrakhan region Astrakhan

Republic of Bashkortostan 1

Neftekamsk

2.05

2

Oktyabrsky

1.85

3

Salavat

2.45

4 5

Sterlitamak Ufa

Kirov region 0.60

1

2

Makhachkala

0.60

Komi Republic

3

Hasavyurt

0.65

1

Syktyvkar

2.45

2

Uchta

2.15

Jewish Autonomous Region 1

Birobidzhan

0.95

Zabaikalsky Krai 1

Chita

Kirov

2.10

Kostroma region 1

0.40

Kostroma

1.60

Krasnodar region 1

Armavir

0.85

1

Ivanovo

1.70

2

Krasnodar

1.10

2

Kineshma

1.90

3

Kropotkin

0.70

Republic of Ingushetia 1

Nazran

Krasnoyarsk region 0.65

1

Achinsk

1.25

2

Kalek

1.10

1

Angarsk

1.05

3

Krasnoyarsk

1.35

2

Bratsk

1.25

4

Norilsk

2.40

3

Irkutsk

1.05

Republic of Crimea

4

Ust-Ilimsk

1.25

1

Evpatoria

Kabardino-Balkar Republic

2

Yalta

1

Kurgan region

2.20 2.45

S kN/m 2

Kaspiysk

Irkutsk region 0.40

City, place

No.

1

Ivanovo region

Arkhangelsk region

1

S kN/m 2

Republic of Dagestan

Republic of Adygea 1

City, place

No.

Nalchik

0.50

1

Kurgan

0.50

1.30

Belgorod region

Kaliningrad region

1

Belgorod

1.55

1

2

Stary Oskol

1.55

Republic of Kalmykia

1

Zheleznogorsk

1.40

1

2

Kursk

1.25

Bryansk region 1

Bryansk

1.60

1

Ulan-Ude

0.45

1

Vladimir

1.85

2

Kovrov

1.60

з

Murom

1.65

Volgograd region

0.70

1.90

PetropavlovskKamchatskiy

Cherkessk

Volgograd

1.00

1

2

Volzhsky

1.00

Kemerovo region

Kamyshin

1,15

Vologda region

Petrozavodsk

0.60

1.70

1

Kemerovo

1 .80

2

Kiselevsk

1.60

Vologda

1.65

3

Mezhdurechensk

3.50

Cherepovets

1.85

4

Novokuznetsk

1.80

5

Prokopyevsk

1.60

Voronezh

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1.60

Gatchina

1.40

3

Pushkin

1,30

4

St. Petersburg

1.30

1

Yelets

1.35

2

Lipetsk

1.50

1

Magadan

1.35

Mari El Republic

2

1

Vyborg

2

Magadan region

1

Voronezh region

1

Lipetsk region

Republic of Karelia

1

3

4.10

Karachay-Cherkess Republic 1

Kursk region

Leningrad region

Kaluga

Kamchatka region 1

Vladimir region

Elista

0.80

Kaluga region 1

Republic of Buryatia

Kaliningrad

1

Yoshkar-Ola

1.60

Republic of Mordovia 1

Saransk

1.60

1.55

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End of table K.1 Town place

No.

S kN/m 2

Moscow region

Town place

No.

S kN/m 2

Ryazan region

S kN/m 2

Republic of Tuva

1

Dmitrov

1.45

1

2

Klin

1.05

Samara region

3

Kolomna

1.45

1

Novokuibyshevsk

1.60

1

Novomoskovsk

1.45

4

MOSCOW

1.45

2

Samara

1.60

2

Tula

1.50

5

Sergiev Posad

1.60

3

Syzran

1.55

Tyumen region

6

Serpukhov

1.50

4

Tolyatti

1.65

1

Tobolsk

1.55

2

Tyumen

1.60

Murmansk region 1

Murmansk

Ryazan

Town place

No.

3.20

1

Saratov

1.40

2

Engels

1.40

1

Arzamas

1.60

Republic of Sakha (Yakutia)

2

Nizhny Novgorod

2.10

1

3

Sarov

1.65

Sakhalin region

Novgorod region Veliky Novgorod

1 1.56

Novosibirsk region

Yakutsk Yuzhno-Sakhalinsk

0.70 3.85

Yekaterinburg

Kyzyl

0.50

Khanty-Mansiysk Autonomous Region – Ugra 3

Nefteyugansk

1.80

4

Nizhnevartovsk

2.30

5

Surgut

1.60

6

Khanty-Mansiysk

1.95

Yamalo-Nenets Autonomous Region

Sverdlovsk region 1

1

Tula region

Saratov region

Nizhny Novgorod region

1

1.55

1.35

7

Novy Urengoi

2.55

1

Berdsk

1.60

2

Kamensk-Uralsky

1,25

Udmurt Republic

2

Novosibirsk

1.60

3

Nizhny Tagil

1.50

1

Votkinsk

2.35

1.40

2

Glazov

1,70

1.55

3

Izhevsk

2.15

Republic of North Ossetia – Alania

4

Sarapul

1.80

Ulyanovsk region

Omsk region 1

Omsk

4 1.35

Orenburg region

5

Pervouralsk Serov

4

Buzuluk

1.30

1

2

Orenburg

1.25

Smolensk region

3

Orsk

1.20

1

Orel region 1

Orel

Vladikavkaz Smolensk

0.65 1.60

1.40

Ulyanovsk

1.40

2

Dimitrovgrad

2.05

Khabarovsk region

Stavropol region

Penza region

1

1

Essentuki

0.65

1

Komsomolsk-on-Amur

1.25

2

Kislovodsk

0.65

2

Khabarovsk

1.10

1

Kuznetsk

1.80

3

Nevinnomyssk

0.75

Chelyabinsk region

2

Penza

1.45

4

Pyatigorsk

0.45

1

Zlatoust

1.65

5

Stavropol

0.95

2

Kopeysk

1.20

Tambov region

3

Magnitogorsk

1.30

1

1.50

4

Miass

1.10

1.40

5

Chelyabinsk

1.20

Perm region 1 2 3 4

Berezniki Perm Solikamsk Tchaikovsky

2.45 1.05 2.60 1.05

Primorsky Krai 1

Ussuriysk

0.70

2

Velikie Luki Pskov

1.10 1.30

Rostov region

Tambov

Chechen Republic

Republic of Tatarstan (Tatarstan) 1

Pskov region 1

2

Michurinsk

Almetyevsk

1.05

1

Grozny

0.45

2

Bugulma

2.56

Chuvash Republic – Chuvashia

3

Kazan

2.30

1

Novocherkassk

1.95

2.25

2

Cheboksary

1.95

2.10

Yaroslavl region

4 5

Naberezhnye Chelny Nizhnekamsk

Tver region

1

Volgodonsk

0.85

1

Tver

1.60

2

Novocherkassk

0.85

Tomsk region

Э

Novoshakhtinsk

0.80

1

Seversk

2.15

4

Rostov-on-Don

0.85

2

Tomsk

2.15

5

Taganrog

0.85

6

Shakhty

0.80

1

Rybinsk

2.00

2

Yaroslavl

1.80

Key words: load; impact; combination of loads; constant, continuous, short-term, special load; deflection; movement

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