Analysis and Comparison on Wind Load of Long Span Girder Bridges with High Pier

According to “General code for design of highway bridges and culverts” (JTG D60-2004), “Wind-resistent design specification for highway bridges” (JTG/T D60-01-2004) and “Load code for the design of building structures” (GB 50009-2001), the transverse direction wind load of long span girder bridge with high pier is calculated. Comparison of the wind load results obtained by different codes is completed under the situation of different terrain, pier height and girder length of bridge. The results show the difference of the wind load given by the three different codes exists. The wind load results predicated by “General code for design of highway bridges and culverts” is the largest compare with the results gained by other two methods. The results predicated by “Wind-resistent design specification for highway bridges” is less than results predicated by General code. While, the results predicated by “Load code for the design of building structures” is the smallest. The wind load calculated according to “Load code for the design of building structures” mainly depends on the experience parameters of architectural construction with larger dimensions, which has a poor applicability to the bridge structure. The effect of fluctuating wind's inertia force of long span girder bridges with high pier can’t be neglected. The wind load results calculated by codes are generally smaller, it is better to determine the wind load internal force through a detailed buffeting analysis.