[雙語翻譯]--土木工程外文翻譯---地震作用下新型樁承臺的連接性能（原文）

1、 PERFORMANCE OF NEW PILE-DECK CONNECTIONS UNDER EARTHQUAKES J. I. Restrepo1 , P. Yin2 , O.A. Jaradat3 , M. Weismair4 1 Associate Professor, Dept. of Structural Eng., University of California at San Diego, La Jolla, CA

2、 92093 2 Senior Structural Engineer, Engineering Division, The Port of Los Angeles, 425 S Palos Verdes St, San Pedro, CA 90731 3 Project Manager, PBS (2) the oblong plan shape of wharf structures results in a large r

3、otatory mass in the horizontal plane; (3) they are characterized by a rapid change in the deck-to-dike length between rows of piles. The large eccentricity and rotatory mass in these structures result in a large tors

4、ional response, and, in contrast to other structures, such response cannot be easily ameliorated. The formation of plastic hinges in a well-designed wharf structure subjected to inertial loading is expected to occur

5、in the pile-deck connection at the deck soffit and in the pile a distance into the ground, see Fig. 1. It is evident in this figure that for a given lateral displacement, the plastic hinges in the short piles will re

6、quire substantially greater rotation demands than in the longer piles. Consequently, larger ductility demands are expected from the shorter piles in a strong earthquake. In fact, some of the longest piles might actua

7、lly remain elastic. Such a distinct difference in rotation and ductility demands between short and long piles have resulted in the development of seismic and non-seismic piles. Seismic piles are designed and detail

8、ed to provide strength, ductility, and gravity loading capacity, while non-seismic piles are designed mainly for gravity loading and are detailed for limited ductility capacity. Large ductility demand Moderate ductilit

9、y demand Non-seismic piles Elastic Seismic Figure 1 Definition of seismic and non-seismic piles This paper describes the structural testing of a new seismic and a new non-seismic pile-deck connection that have been prop

10、osed for the new construction at the Port of Los Angeles (POLA). The objective of the test program was to determine the overall seismic behavior, including the identification of the structural limit-states for two per

11、formance levels proposed by the POLA seismic code, the rotation and ductility capacities, and the hysteretic response characteristics for modeling purposes, particularly as tests on full-scale precast prestressed pile-

12、deck connections have not been reported in the literature. The two tests described in this paper apply only to pile-deck connection at the deck soffit. 2007 Structures Congress: New Horizons and Better Practices