Purchase your copy of BS as a PDF download or hard copy directly from the official BSI Shop. All BSI British Standards available. The use of BS part 2:wind loads, for design of temporary structures (English ) Wind loading: a practical guide to BS , wind loads on buildings. PROFESSIONAL. Welcome. IP51S0LUTIONS. Thank you and welcome to ‘ BS Wind Loading – Practical Design, an IStructE seminar presented by.

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NOTE 1 Permanent forest and woodland may be treated as town category. Reference heights Hr are defined with the pressure coefficient data for each form of building. This enabled one set of direction factors to be proposed.

The resulting gradual deceleration of the mean speed and increase in turbulence has been accounted for in Table 22 and Table 23 by defining the site by its distance downwind from the coast and, in addition if it is in a town, by its distance from the edge of the town.

The seasonal characteristics of strong winds also show no significant variation across the UK so, again, one set of factors could be proposed Ss.

BS 6399-2:1997

Values of size effect factor are given in Figure 4, dependent on the bz exposure see 1. Summary of pages This document comprises a front cover, an inside front cover, pages i to vi, pages 1 to and a back cover.

In the standard method the 66399-2 for significant topography 2. British Constructional Steelwork Association Ltd. Values of frictional drag coefficient should be obtained from Table 6 and the resulting frictional forces combined b the normal forces as described in 2.

Course reserves Setting up a course reserve Form for setting up a course reserve. Combination a is appropriate when the form of the building is well defined, but bx site is not; the cases of relocatable buildings or standard mass-produced designs are typical examples.

This displacement height Hd is a function of the plan area density and general height of the buildings or obstructions. The pressure coefficient corresponding to the position of the recess should be applied to all the walls inside the recess.

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As each is assessed differently by the directional method, it is necessary to calculate the effective wind speed Ve twice, as follows, and to take the larger value of Ve obtained: However, since peak loads on each face of buildings do not act simultaneously, the resulting summation would be conservative.

Sidelining in this document indicates the most recent changes by amendment. The resulting frictional forces should be added to the normal forces as described in 2. If values of Ns are used they should be taken from Table D.

The relevant diagonal dimension a for the internal pressure may be taken gs The examples in Figure 36 cover most conditions likely to be encountered. The stages of the directional method are shown as boxes outlined with double lines and are directly equivalent to the stages of bx standard method.

Contact the Information Centre. The relevant diagonal dimension a for use with these coefficients is the diagonal dimension of the open face.

The majority of conventional buildings, such as cuboidal, or composed of cuboidal elements, with different roof forms such as flat, monopitch, duopitch, hipped and mansard, are included. Table 23 — Adjustment factors Tc and Tt for sites in town terrain Effective height Factor Upwind distance from edge of town to site He km m 0.

When the building is singly-symmetric, three orthogonal cases are required, e. In situations of multiple hills or ridges, this procedure is appropriate when applied to the single hill or ridge on which the site is situated.

For permanent buildings and buildings exposed to the wind for a continuous period of more than 6 months a value of 1.

Steep-pitched surfaces springing directly from the ground which meet along the top edge to form a ridge, e. NOTE 3 See references [1] to [4] for examples of established dynamic methods. NOTE Values of Sh may be derived 63399-2 model-scale or full-scale measurements or from numerical simulations. Values of Kb are given in Table 1. Users of British Standards are responsible for their correct application. Code of practice for wind loads Status: For porous walls and fences with solidity less 6939-2 0.

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When considering low rise buildings which are close to other tall buildings the rules for effective height will not necessarily lead to conservative values and specialist advice should be sought.

External pressure coefficients should be determined in accordance with 3. Note on directional and seasonal assessment of extreme winds for design. 6939-2 value of this factor depends upon the actual height H of the 63992- above ground and on a building-type factor Kb obtained from Table 1, for the form of construction of the building.

Standard method 2 Licensed copy: The shape of the roof in Figure 35 represents a typical arbitrary roof plan.

BS – Loading for buildings. Code of practice for wind loads

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Part 2 Wind loads. NOTE 1 In the absence 66399-2 more accurate information, the obstruction height Ho may be estimated from the average number of storeys of 3699-2 buildings by taking the typical storey height as 3 m.

Table 1 — Building-type factor Kb Type of building Kb Welded steel unclad flames 8 Bolted steel and reinforced concrete unclad frames 4 Portal sheds and similar light structures with few internal walls 2 Framed buildings with structural walls around lifts and stairs only 1 e.

BS Loading for buildings. Part 2 Wind loads | José García –

External pressure coefficients for zones O and P on the downwind faces are given in 63992 The direction factor Sd has been derived by adjusting sectorial ratios to ensure an evenly distributed overall risk. Where considerable variation of pressure occurs over a surface it has been subdivided into zones and pressure coefficients have been provided for each zone. Based on bz work the normal practical range of displacement heights has been found to be 0.

An intermediate view based on current design.