In Structural Design, the pressure exerted by the wind is the most important thing to be considered. A deflections perpendicular to the wind may occur to the building when a wind is passing through. This deflections depends on velocity of the wind. In a high or a tall structure, the load due to wind governs and wind loads should not be taken for granted. ASCE 7-16 set a standard in calculating wind procedure. ASCE 7-16 provides two methods for wind load calculation: a simplified procedure and an analytical procedure. The simplified procedure is for building with a simple diaphragm, roof slope less than 10 degrees, mean roof height less than 30 feet (9 meters), regular shape rigid building, no expansion joints, flat terrain and not subjected to special wind condition. The analytical procedure is for all buildings and non-building structures. Each procedure has two categories: wind for the main wind force-resisting system (MWFRS) and wind for component and claddings (C&C). Determine the Velocity Pressure, qz: One of the important aspects of Wind Analysis is the velocity pressure. Regardless of which analysis approaches we may use, velocity pressure is a requirement. The velocity pressure is depending on wind speed and topographic location of a structure as per the code standard velocity pressure, qz equivalent at height z shall be calculated as qz = 0.00256 Kz Kzt Kd V2 (lb/ft2) or qz = 0.613 Kz Kzt Kd V2 (N/m2); V=m/s where: Kz is velocity pressure exposure coefficient Kzt is the topographic factor Kd is wind directionality factor V is the basic wind speed Velocity pressure exposure coefficients, Kz are listed Table 27.3-1 of ASCE 7-16 or can be calculated as Kz = 2.01 (z/zg)2/α from which, z is the height above ground and should not be less than 15 feet (4.5 meters) except that z shall not be less than 30 feet (9 meters) for exposure B for low rise building and for component and cladding. The parameters, α, and zg are taken as follows:
Topographic Factor, Kzt: Kzt = (1 + K1K2K3)2 where: K1, K2, K3 are determined from Figure 26.8-1 of ASCE 7-16 based on ridge, escarpment, and hill. If site conditions and locations of structures do not meet all the conditions specified in section 26.8.1 then Kzt =1.0 Wind Directionality Factor; Kd shall be determined from Table 26.6-1 and the basic wind speed, V is according to Figure 26.5-1 of ASCE 7-16
1. Wind Load for Main Wind Force Resisting System (MWFRS)
1.1 Rigid Building of All Height:
The design wind pressure shall be calculated as P = q G Cp – qi (GCpi) (lb/ft2) (N/m2) (27.4-1) where: q = qz for windward walls evaluated at height z above ground. q = qh for Leeward walls, sidewalls, and roof evaluated at mean roof height h above the ground. G = 0.85 is gust response factor Cp is the external pressure coefficient from Figures 27.4-1, 27.4-2 and 27.4-3 of ASCE 7-16. Figure 27.4-1 is for gable, hip roof, mono-slope roof, and mansard roof Figure 27.4-2 is for domed roof Figure 27.4-3 is for the arched roof GCpi is the internal pressure coefficient from Table 26.11 of ASCE 7-16. qi is internal pressure evaluated as follows: Enclosed building: qi = qh evaluated for windward walls, leeward walls, and sidewalls, and roof. Partially enclosed building: qi = qh for negative internal pressure, qi= qz for positive internal pressure at height z at the level of highest opening. Note: The internal pressure shall be applied simultaneously on the windward and leeward walls and both positive and negative pressures need to be considered. Therefore, it cancels each other for enclosed building except for the roof. For partially enclosed building, internal pressure shall be added to the leeward wall at the height of the opening. Wall pressure coefficient Cp for Gable, Hip roof (from figures 27.4-1, 27.4-2 and 27.4-3 of ASCE 7-16):
1.2 Low-Rise Building
The design wind pressure for low-rise buildings shall be calculated as P = qh[ (GCpf ) – (GCpi)] (lb/ft2) (N/m2) (28.4-1) where: qh is velocity pressure at mean roof height h above ground. GCpf is the external pressure coefficient from Figure 28.4-1 of ASCE 7-16. GCpi is the internal pressure coefficient from Table 26.11-1 of ASCE 7-10. Note: For wind pressures at edges and corners of walls and roof are higher than interior zone. Wind pressure at each zone needs to be calculated separately. External pressure coefficient GCpf (from Figure 28.4.1 of ASCE 7-16)
The design wind pressure for the effect of parapets on MWFRS of rigid or flexible buildings shall be calculated as Pp = qp GCpn (lb/ft2) (27.4-4) where Pp is the combined net pressure on the parapet due to the combination of net pressure from front and back surfaces; ± signs signify net pressure toward and away from the exterior side of the parapet qp is velocity pressure at the top of parapet. GCpn is combined net pressure coefficient, +1.5 for windward parapet, -1.0 for leeward parapet.
1.4 Design Wind Load with Eccentricities:
Wind load design cases as defined in Figure 27-4-8 of ASCE 7-16 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.
2. Wind Load for Component and Cladding (C&C)
2.1 Building 60 Feet (18 meter) or Lower (Low-Rise Buildings)
The design wind pressure shall be calculated as P = qh[ (GCp ) – (GCpi)] (lb/ft2) (N/m2) (30-4-1) where:
qh is velocity pressure at mean roof height h above ground. GCp is external pressure coefficient given in: Figure 30.4-1 (walls) Figures 30.4-2A to 30.4-2C (flat roofs, gable roofs, and hip roofs) Figure 30.4-3 (stepped roofs) Figure 4-4 (multi-span gable roofs) Figures 30.4-5A and 30.4-5B (monoslope roofs) Figure 30.4-6 (sawtooth roofs) Figure 27.4-3, footnote 4 (arched roofs) GCpi is internal pressure coefficient from Table 26.11-1 of ASCE 7-16.
2.2 Building higher than 60 Feet (18 meters)
The design wind pressure shall be calculated as P = q (GCp) – qi (GCpi) (lb/ft2) (N/m2) (30.6-1) where: q = qz for windward walls evaluated at height z above ground. q = qh for Leeward walls, sidewalls, and roof evaluated at mean roof height h above ground. qi is internal pressure evaluated as follows: Enclosed building: qi = qh evaluated at mean roof height for windward, leeward, and sidewalls, and roof. Partially enclosed building: qi = qh for negative internal pressure, qi = qz for positive internal pressure at height z at the level of highest opening. GCp is external pressure coefficient in: Figure 30.6-1 for walls and flat roofs Figure 27.4-3, footnote 4, for arched roofs Figure 30.4-7 for domed roofs Figure 30.6-1 Note 6 for other roof angles and geometries GCpi is the internal pressure coefficient from Table 26.11-1 of ASCE 7-16. Note: The internal pressure shall be applied simultaneously on the windward and leeward walls and both positive and negative pressures need to be considered. Therefore, it cancels each other for enclosed buildings except for the roof. For partially enclosed building, internal pressure shall be added to the leeward wall at the height of the opening.
2.3 Wind Pressure on Parapets
The design wind pressure for C&C of parapet surfaces for all building types and heights shall be: P = qp (GCp) – (GCpi) (30.9-1) where qp = velocity pressure at the top of parapets. GCp is external pressure coefficient given in: Figures 30.4-1, 30.4-2A to 30.4-2C, 30.4-3, 30.4-4, 30.4-5A and 30-5B, 30.4-6, 30.4-7, 30.6-1, 27.4-3 and 27.4-3 (footnote 4). GCpi is internal pressure coefficient from Table 26.11-1 based on the porosity of the parapet envelope. Note: Two load cases shall be considered as per Figure 30.9-1 of ASCE 7-16.
2.4 Wind Load on Open Building and Other Structures
The design wind load shall be calculated as P = qhG CN (30.8-1) where qh= velocity pressure at mean roof height h using the exposure defined in Section 26.7.3 G= 0.85 as gust effect factor. CN is net pressure coefficients include from top and bottom surfaces given in Figure 30.8-1 for mono sloped roof Figure 30.8-2 for pitched roof Figure 30.8-3 for troughed roof The content of this article is taken from web open source. The blogs are intended only to give technical knowledge to young engineers. Any engineering calculators, technical equations and write ups are only for reference and educational purpose.
Wind load calculation as per ASCE 7-20 with solved example
Here's a simplified example of a wind load calculation using the ASCE 7-20 guidelines. Please note that this is a basic example for educational purposes only and should not be used as a substitute for professional engineering consultation.
Example: Calculate wind load on a rectangular building
Location: Miami, FL
Basic wind speed (V): 170 mph (3-second gust at 33 feet above ground level)
Risk category: II (ordinary buildings)
Building height (H): 30 ft
Exposure category: C (open terrain)
Building dimensions: 60 ft (length) x 40 ft (width)
No significant topographic features
Determine the importance factor (I): For a risk category II building, the importance factor (I) is 1.0.
Calculate the velocity pressure coefficient (Kz): For exposure category C and a building height of 30 ft, use the following equation:
Kz = 2.01 * (z/33)^(2/7) Kz = 2.01 * (30/33)^(2/7) ≈ 1.329
Determine the topographic factor (Kzt): No significant topographic features are present, so Kzt = 1.0.
Calculate the velocity pressure (qz) at height z:
qz = 0.00256 * Kz * Kzt * V^2 * I qz = 0.00256 * 1.329 * 1.0 * (170)^2 * 1.0 ≈ 61.69 psf
Determine the external pressure coefficients (GCp): For a simplified example, we will consider the windward wall only. Assuming the building has a flat roof and the width is greater than or equal to 60% of the length, the external pressure coefficient (GCp) for the windward wall is -0.6.
Calculate the wind load (F) on the windward wall:
F = qz * GCp * Area F = 61.69 psf * (-0.6) * (30 ft * 40 ft) ≈ -44,409.6 lb (negative sign indicates inward pressure)
This example demonstrates the calculation of wind load on the windward wall of a rectangular building. In a real-world scenario, you would need to consider other building walls, the roof, and additional factors. It is crucial to consult the ASCE 7-20 document and work with a qualified structural engineer to ensure accurate calculations and a safe design.