Asce 7 10 Espanol Gratis Manual Calculation Of. Users would need to conduct manual calculation of this procedure in order to verify if the results are the same with those obtained from the software. Moreover, we will be using the Directional Procedure (Chapter 30 of ASCE 7-10) in solving the design wind pressures. NCSEA Webinar –ASCE 7-10 Changes in Wind Load Provisions 30 700 Year RP Winds Notes: 1. Values are nominal design 3-second gust wind speeds in miles per hour (m/s) at 33 ft (10m) above ground for Exposure C categ ory. Linear interpolation between contours is permitted.
ASCE 7-10 Wind load calculation - Chapter 27 MWFRS-Directional procedure
Main wind force resisting system (MWFRS) wind calculation - directional procedure:
ASCE 7-10 provides two methods for wind load calculation for building for all height:
Part 1: applies to enclosed, partially enclosed, or open buildings of all heights where it is necessary to separate wind loads on to windwoard, leeward, and side walls.
Part 2: applyies to simple diaphragm enclosed buildings with h < or = 160 ft.
Part 1: Enclosed, partially enclosed, or open buildings of all heights.
Velocity pressure:
Velocity pressure is calculated as
qz= 0.00256 KzKztKdV2(lb/ft2)
where V is basic wind speed, Kdis wind directionality factor, Kztis topographic factor from chapter 26.
https://torrent-dragon.mystrikingly.com/blog/skyrim-cbbe-special-edition. Kzis velocity pressure exposure coefficient.
Velocity pressure exposure factors are listed Table 27.3-1 of ASCE 7-10 or can be calculated as
Kz= 2.01 (z/zg)2/a.
z is height above ground, z shall not be less than 15 ft. except that z shall not be less than 30 ft for exposure B for low rise building and for component and cladding.
aand zgare taken n table 26.9.1 as follows:
Exposure | a | zg(ft) |
BXbox 360 emulator mac os x. | 7.0 | 1200 |
C | 9.5 | 900 |
D | 11.5 | 700 |
Topographic Factor,
Kzt= (1+K1+K2+K3)2
where K1, K2, K3are determined from Figure 26.8-1 of ASCE 7 based on hill, ridge or escarpment.
Wind load for main wind force resisting system - Enclosed and partially enclosed buildings
The design wind pressure shall be calculated as
P = q G Cp– qi(GCpi)
Where
q = qzfor windward walls evaluated at height z above ground.
q = qhfor Leeward walls, side walls, and roof evaluated at mean roof height h above ground.
G = 0.85 is gust response factor or may be calculated by Eq. 26.9-6.
Cpis external pressure coefficient from Figure 27.4-1, 2, & 3.
Figure 27.4-1 is for gable, hip roof, monoslope roof, and mansard roof
Figure 27.4-2 is for dome roof
Figure 27.4-3 is for arched roof
GCpiis internal pressure coefficient from Table 26.11-1
qiis internal pressure evaluated as follows:
Enclosed building: qi= qhevaluated at mean roof height for windward, leeward, and side walls, and roof.
Partial enclosed building: qi= qhfor negative internal pressure, qi= qzfor positive internal pressure at height z at the level of highest opening.
Note: The internal pressure shall be applied simultaneously on windward and leeward walls and both positive and negative pressures need to be considered.Therefore, it cancels each other for enclosed building except for roof.For partially enclosed building, internal pressure shall be added to leeward wall at the height of opening.
Wall pressure coefficient Cp for Gable, Hip roof (from figure 27.4-1 of ASCE 7-10):
Surface | L/B | Cp | Use with |
Windward Wall | All values | 0.8 | qz |
Leeward Wall | 0-1 | -0.5 | qh |
2 | -0.3 | ||
³4 | -0.2 | ||
Side Wall | All values | -0.7 | qh |
Parapets
The design wind pressure shall be calculated as
Pp= qpGCpn
Where
qpis velocity pressure at top of parapet.
GCpnis combined net pressure coefficient, +1.5 for windward, -1.0 for leeward.
Design wind load cases (Figure 27.4-8)
Wind load design cases:
Case 1: Full wind loads in two perpendicular directions considered separately.
Case 2: 75% wind loads in two perpendicular directions with 15% eccentricity considered separately.
Case 3: 75% wind loads in two perpendicular directions simultaneously.
Case 4: 56.3% (75%x75%) of wind load in two perpendicular directions with 15% eccentricity simultaneously.
Wind load on open building with Monoslope, Pitched, or Troughed Free Roofs
The design wind load shall be calculated as
P = qh G CN
Where
qz= velocity pressure at mean roof height h
G is gust effect factor.
CNis net pressure coefficients from Figure 27-4 to27-8