BS 6399-2 PDF

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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Zones of external pressure coefficient are defined in Figure The relevant diagonal dimension a for the internal pressure may be taken as: 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: While the general methodology and pressure coefficients given in this standard may be used in other wind climates, it is essential to ensure that the reference wind data are consistent with the assumptions in this standard.

66399-2 offers members an individual updating service called PLUS which ensures that subscribers automatically receive the latest editions of standards. At the majority of these stations, the average number of storms each year was about NOTE When the wind direction is normal to the eaves, i.

Values of Cp for intermediate blockages may be linearly interpolated between these two extremes, and applied upwind of the position of maximum blockage 6399-2. Remember me on this computer.

BS 6399-2:1997

The load on non-solid walls should be obtained using the net area of the walls. The frictional drag coefficient should be assumed to act over all zone C of such walls, with values as given in Table 6. Factor gt is given in Table 24 for various heights and building sizes.

Fortunately for bluff type structures, such as buildings, which can be designed statically, there is a simple empirical relationship between the period t and the characteristic size of the structure or element a given by: Values of the building type factor Kb given in Table 1, have been derived from data obtained from a large number of completed buildings and other structures.

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Pressure coefficients for other common types of eaves are given in 3.

63992- Journal of Wind Engineering and Industrial Aerodynamics. Note on directional and seasonal assessment of extreme winds for design. Directional method 3 Licensed copy: NOTE Instead of calculating the crosswind breadth B and inwind depth D for the complex building plan at every wind angle, these dimensions may be determined from the smallest rectangle or circle which encloses the plan shape of the building.

Values outside this range should be obtained from 3.

The pressure coefficient in this zone should be taken as that of the zone in the adjacent wall of the upper storey as determined from 2. The design of flexible clad gs structures. When topography is significant, Sa should be calculated using the procedure in 2. The procedure in 3. NOTE 6 The design risk for nuclear installations, corresponding to a mean recurrence interval of 10 years. When the wind is normal to the gables, i.

NOTE Typical examples are relocatable gs portable buildings, or mass-produced designs. Buying standards Orders for all BSI, international and foreign standards publications should be addressed to Customer Services. The resulting frictional drag coefficient should be assumed to act over zone D on flat roofs see Figure 16 for all wind directions; and over zone D for monopitch or duopitch roofs see Figure 19 and Figure 20 and zone J for hipped bx in Figure 21 only when the wind is parallel to the ridge.

For monopitch canopies the centre of pressure should be taken to act at 0. This approach greatly increased the amount of data available for analysis and enabled the directional and seasonal characteristics of the UK wind climate to be examined.

Advanced Search Watchlist Search history Search help. For porous walls and fences with solidity less than 0. Skip to main content. Annex C informative Dynamic augmentation C. Vertical or inclined sections may be taken as being divided into parts of length at least twice the crosswind breadth, L U 2B, and the reference height Hr should be taken as the height above ground of the top of each part. The frictional drag coefficient should be assumed to act over zones F and P only of such roofs, with the values as 6939-2 in Table 6.

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This procedure is 6399- to determine the limit of topographic influence downwind of a cliff or escarpment. BSI also holds the copyright, in the UK, of the publications of the international standardization bodies. This will result in net wind loads on internal walls.

Advice can also be obtained from the Meteorological Office at the following addresses. It is therefore the region with the highest risk of fatigue damage to cladding fixings.

Part 2 allowed for the effect of ground roughness, building size and height above ground by a single factor. Owing to the way that parapets around roofs change the positive pressures expected on upwind pitches with large positive pitch angles to suction, neglecting their effect is not always conservative. The use of BS Journal of Industrial Aerodynamics.

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

Determines the basic hourly mean wind speed from either method. The dynamic augmentation factor Cr is given for typical buildings in Figure 3. When the building is doubly-symmetric, e. The strongest winds usually occur in mid-winter and the least windy period is between June and August. Part 2 Wind loads.

It also modifies the hourly mean site wind speed to an effective gust wind speed. The cumulative distribution function P representing the risk of 6399-2 particular value not being exceeded was determined by the method of order statistics. However, these pressures are reduced in value for the downwind spans.

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