⚠️ Disclaimer: This tool is provided "as is" with no warranties. No liability is accepted for its use. Preliminary estimates only - NOT a substitute for professional engineered calculations. Not acceptable for insurance, building control, or certification purposes.
⚠️ Important Notice
This calculator provides conservative estimates for preliminary design only. Results are provided "as is" without warranty. This tool is NOT a substitute for a full engineered design calculation by a qualified structural engineer.
🌬️ Wind Loading (EN 1991-1-4)
BS EN 1991-1-4:2005+A1:2010
Eurocode 1: Actions on structures - Wind actions
📍 Site Location
Clause 4.2(2)P - Basic wind velocity
vb = cdir × cseason × vb,0 (Expression 4.1) 10-minute mean wind velocity at 10m above terrain category II
Auto-filled from postcode
Clause 4.5(1) - Peak velocity pressure
qp(z) = [1 + 7 × Iv(z)] × ½ × ρ × vm²(z) (Expression 4.8) Includes mean and short-term velocity fluctuations
Clause 4.5 Note 2 - Air density
ρ = 1.25 kg/m³ (recommended value)
🏗️ Sign Panel Construction
Clause 7.4.3(1) - Signboards
cf = 1.80 (Expression 7.7) For signboards separated from ground by zg > h/4
Clause 7.4.3(2) - Eccentricity
e = ± 0.25b (horizontal eccentricity of resultant force)
Calculated ribs required: ---
*Assumed to be medium sign channel/rib profile (typical depth 50-75mm). Ribs provide stiffening to prevent panel deflection under wind load. Maximum recommended spacing: 400-600mm depending on panel material and wind pressure. Enter 0 for no ribs.
🖱️ Interactive Controls
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• Scroll: Zoom
🏗️ Structural Design
BS EN 1993-1-1:2005 - Steel structures
Design resistance: MEd ≤ Mc,Rd Clause 6.2.5 - Bending moment resistance
Clause 5.3(1) - Wind force on structures
Fw = cscd × cf × qp(ze) × Aref (Expression 5.3)
📐 Post Configuration
🔩 Post Material
Material partial factors
γM0 = 1.0 (steel - EN 1993-1-1)
γM1 = 1.1 (aluminium - EN 1999-1-1)
γM = 1.3 (timber - EN 1995-1-1)
Conservative Design Approach
All calculations use conservative assumptions and safety factors per Eurocodes. For critical applications, always consult a qualified engineer.
🏗️ Wall-Mounted Sign Design
BS EN 1993-1-1:2005 - Steel structures
Fixing capacity: NEd ≤ NRd Combined tension and shear resistance
Clause 5.3(1) - Wind force on structures
Fw = cscd × cf × qp(ze) × Aref (Expression 5.3)
🔧 Mounting Configuration
Fixing spacing determines the load distribution and moment arms for tension calculations. Typical spacing: 600-1200mm.
Conservative Design Approach
All calculations use conservative assumptions and safety factors per Eurocodes. For critical applications, always consult a qualified engineer.
🏗️ Projecting Sign Design
BS EN 1993-1-1:2005 - Steel structures
Bracket bending: MEd ≤ Mc,Rd Clause 6.2.5 - Bending moment resistance
Clause 5.3(1) - Wind force on structures
Fw = cscd × cf × qp(ze) × Aref (Expression 5.3)
📐 Sign Dimensions
Distance sign projects from wall. Typical: 0.6-1.2m. Maximum recommended: 1.5m.
🔧 Bracket Configuration
Bracket sections are hollow structural sections. Properties include section modulus (W) and second moment of area (I) for bending and deflection calculations.
Conservative Design Approach
All calculations use conservative assumptions and safety factors per Eurocodes. For critical applications, always consult a qualified engineer.
🌬️ Wind Loading Calculator - Calculation Report
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Preliminary Design Calculation per BS EN 1991-1-4:2005+A1:2010
Date:
⚠️ IMPORTANT: This is a preliminary calculation for estimating purposes only.
This document does NOT constitute a certified structural design and should NOT be used for construction without verification by a qualified structural engineer.