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This paper investigates the influence of the canopy span, canopy opening width and waiting hall building height on the loads and equivalent static wind loads (ESWL) of the waiting hall building. The results show both the mean and standard deviation wind pressure coefficients at the roof of waiting hall buildings are affected by the interference effects caused by the upstream canopies. The wind-induced response of the waiting hall building roof is usually dominated by the first vibration mode, 0∘, 90∘ and 180∘ are the three adverse wind directions. Based on the wind tunnel tests, parameters of the fitted spectrum of the first modal generalized wind pressure for waiting hall buildings are obtained at the adverse wind directions. The semi-analytical expressions of equivalent static wind loads (ESWL) on waiting hall building roofs are derived using the first modal inertial force as a function of the structural reduced frequency. The good accuracy of the proposed ESWL is verified by comparing the nodal displacements and member stresses calculated by the proposed method to the actual dynamic peak results. [ABSTRACT FROM AUTHOR]

• Two modes dominate wind-induced response of single-span and three-span frame canopies. • Propose generalized modal force spectrum formula for two dominant modes. • Propose semi-analytical expressions of equivalent static wind loads for canopies. Wind-induced response, spectrums of the modal generalized force, and equivalent static wind loads (ESWLs) of railway station canopies with single-span and three-span frame are investigated. The results show that the first mode dominates horizontal displacements and frame column stresses, and the second mode dominates vertical displacements and frame beam stresses of the canopy frames. The unfavorable wind directions are determined for the center, near-center and end frames. Based on wind tunnel test results, parameters of simplified mean wind dynamic pressure coefficients and the generalized modal force spectrum formula for the first and second modes are proposed for different canopy span, opening widths and building height ratios of the station building to the canopy. Combining above-mentioned wind-induced response characteristics with the analysis method of universal ESWLs, the ESWLs are derived as the superposition of the peak inertia forces of the two dominating modes, and all nodal displacements and all member stresses under this unique ESWLs are equivalent to the actual dynamic peak responses. The numerical example verifies that all nodal displacements and member stresses calculated by the proposed semi-analytical formula simultaneously agree well with the actual dynamic peak response. [ABSTRACT FROM AUTHOR]