Abstract
The stress ribbon bridge uses ribbon in high tension to transfer loads and exhibits geometric nonlinearity under dynamic earthquake excitations. A typical double-span asymmetric stress ribbon pedestrian bridge was introduced as a prototype, and nonlinear time history analysis was performed to investigate the effect of ground motion orientation on the structural responses. Non-pulse-type and pulse-type ground motions were considered, and the influence of vertical ground motions was investigated. Numerical results showed that the stress ribbon bridge’s vertical and transverse displacements were sensitive to the excitation of the vertical ground motion. No single orientation led to the most critical values in all response indexes, and the critical orientation was approximately independent of the vertical ground motion. The negative bending moment of the ribbons, the pier top displacement, and the pier base moment at the transverse direction were sensitive to the ground motion orientation. Checking the responses resulting from different directions is necessary for a comprehensive estimation of the seismic performance of the stress ribbon bridge.
Highlights
E bridges adopted two ribbons with a section size of 600 mm × 30 mm and 460 mm × 30 mm, respectively, to bear the loads
A stress ribbon bridge was constructed in Shenzhen, China. is bridge adopted a thick (40 mm) steel plate as ribbons, and the high-strength steel material of the Chinese brand of Q690D was used. e utilization of these high-strength materials is advantageous for reducing the volume of materials and the construction labor
E stress ribbon bridges are mainly applied to pedestrian bridges but seldom to highway bridges due to the possible significant change of bridge grade and excessive displacements during the passage of heavy vehicles
Summary
For stress ribbon bridges in a static state, the tension forces of the ribbons are mainly governed by the sag. E horizontal and vertical force acting on the pier generate bending moments with different signs, and the bending moment and the stress at the pier base are reduced [19]. E material of the pier is Q420 C with a yield strength of 420 MPa. A saddle is erected on the top of the pier to support the ribbon. At both free ends of the saddle, the ribbon may contact or leave the saddle depending on the loading level Such type of curved saddle has been used in many stress ribbon bridges [1]. E stress ribbon bridge in consideration (Figure 1) is characterized by many geometrical irregular factors, such as the significant height difference of the two abutments, the unequal span length, and the inclined pier. For estimating the response of irregular bridges, time history analysis is generally required [12]. e stress ribbon bridge in consideration (Figure 1) is characterized by many geometrical irregular factors, such as the significant height difference of the two abutments, the unequal span length, and the inclined pier. erefore, it may be hard for static performance estimation to reflect its seismic behavior under earthquake loadings
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