Wave forces and dynamic pressures on slotted vertical wave barriers with an impermeable wall in random wave fields

2015 ◽  
Vol 109 ◽  
pp. 1-6 ◽  
Author(s):  
Mohamad Alkhalidi ◽  
S. Neelamani ◽  
Ahmed I. Al Haj Assad
Author(s):  
Syed Danish Hasan ◽  
Nazrul Islam ◽  
Khalid Moin

The response of offshore structures under seismic excitation in deep water conditions is an extremely complex phenomenon. Under such harsh environmental conditions, special offshore structures called articulated structures are feasible owing to reduced structural weight. Whereas, conventional offshore structure requires huge physical dimensions to meet the desired strength and stability criteria, therefore, are uneconomical. Articulated offshore towers are among the compliant offshore structures. These structures consist of a ballast chamber near the bottom hinge and a buoyancy chamber just below the mean sea level, imparting controlled movement against the environmental loads (wave, currents, and wind/earthquake). The present study deals with the seismic compliance of a double-hinged articulated offshore tower to three real earthquakes by solving the governing equations of motion in time domain using Newmark’s-β technique. For this purpose Elcentro 1940, Taft 1952 and Northridge 1994 earthquake time histories are considered. The tower is modeled as an upright flexible pendulum supported to the sea-bed by a mass-less rotational spring of zero stiffness while the top of it rigidly supports a deck in the air (a concentrated mass above water level). The computation of seismic and hydrodynamic loads are performed by dividing the tower into finite elements with masses lumped at the nodes. The earthquake response is carried out by random vibration analysis, in which, seismic excitations are assumed to be a broadband stationary process. Effects of horizontal ground motions are considered in the present study. Monte Carlo simulation technique is used to model long crested random wave forces. Effect of sea-bed shaking on hydrodynamic modeling is considered. The dynamic equation of motion is formulated using Lagrangian approach, which is based on energy principle. Nonlinearities due to variable submergence and buoyancy, added mass associated with the geometrical non-linearities of the system are considered. The results are expressed in the form of time-histories and PSDFs of deck displacement, rotational angle, base and hinge shear, and the bending moment. The outcome of the response establishes that seismic sea environment is an important design consideration for successful performance of hinges, particularly, if these structures are situated in seismically active zones of the world’s ocean.


1995 ◽  
Vol 51 (4) ◽  
pp. 3770-3773 ◽  
Author(s):  
Isaac Freund ◽  
Natalya Shvartsman
Keyword(s):  

This has been a most interesting Discussion to attend, and will, I believe, in its written version, be a work of marked permanent value, especially because the contributors, as well as giving penetrating and comprehensive reviews of their own parts of the subject, have carefully elucidated also the relations between the parts. Methods apparently of very diverse character for analysing the nonlinear development of dispersive waves have been described. Although they have different areas of validity, there are regions of overlap between those areas, where contributors have taken pains to show that they give identical results. In particular, the relations between Whitham’s variational method, Brooke Benjamin’s stability analyses, the mode interaction techniques of Phillips and Longuet-Higgins, and Hasselmann’s work on random wave fields, have become much clearer, so that the advances of the past six years begin to form a coherent pattern. Some uncertainties, and many unsolved problems, remain; but comparisons of the existing theories with experiment have yielded such encouraging results, that many workers are likely to attempt further developments of them in the near future.


1996 ◽  
Vol 124 (3-4) ◽  
pp. 321-332 ◽  
Author(s):  
Isaac Freund ◽  
David A. Kessler
Keyword(s):  

2000 ◽  
Vol 27 (12) ◽  
pp. 1391-1405 ◽  
Author(s):  
Jin-Bao Song ◽  
Yong-Hong Wu ◽  
B. Wiwatanapataphee

1980 ◽  
Vol 20 (01) ◽  
pp. 5-14 ◽  
Author(s):  
Kim J. Vandiver

Abstract A method is presented for predicting the damping-controlled response of a structure at a known natural frequency to random wave forces. The principal advantage of the proposed method over those in current use proposed method over those in current use is that explicit calculation of wave forces is not required in the analysis. This is accomplished by application of the principle of reciprocity: that the linear wave force spectrum for a particular vibration mode is proportional to the radiation (wave-making) proportional to the radiation (wave-making) damping of that mode. Several example calculations are presented including the prediction of the heave response of a prediction of the heave response of a tension-leg platform. The directional distribution of the wave spectrum included in the analysis. Introduction This paper introduces a simple procedure for estimating the dynamic response of a structure at each of its natural frequencies to the random excitation of ocean waves. The principal advantage of the proposed method is that the explicit calculation of wave forces has been eliminated from the analysis. This is made possible by a direct applications of the reciprocity relations for ocean waves, originally established by Haskind and described by Newman, in a form that is easy to implement. Briefly stated, fore many structures it is possible to derive a simple expression for the wave force spectrum in terms of the radiation damping and the prescribed wave amplitude spectrum. In general, such a substitution is of little use because the radiation damping coefficient may be equally difficult to find. However, the substitution leads to a very useful result when the dynamically amplified response at a natural frequency is of concern. In such cases it is shown that, contrary to popular belief, the response is not inversely proportional to the total damping but is, in fact, proportional to the ratio of the radiation damping to the total damping. Therefore, in the absence of a reliable estimate of either the total damping or the ratio of the radiation component to the total, an upper bound estimate of the response still may be achieved because of the existence of this upper bound is one of the key contributions of this paper.Linear wave theory is assumed; therefore, excitation caused by drag forces is not considered. However, for many structures drag excitation is negligible except for very large wave events. In the design process extreme events are modeled deterministically process extreme events are modeled deterministically by means of a prescribed design wave and not stochastically as is done here. In many circumstances linear wave forces will dominate, and the results shown here will be applicable. Although drag-exciting forces are not included, damping resulting from hydrodynamic drag is included. Wave diffraction effects are extremely difficult to calculate. This analysis includes diffraction effects but never requires explicit evaluation of them.It has been recognized that directional spreading of the wave spectrum is an important consideration in the estimation of dynamic response. In this paper such effects are accounted for in closed-form expressions. The evaluation of the expressions requires knowledge of estimates of the variation of the modal exciting force with wave incidence angle. However, only the relative variation of the modal exciting force as a percent of that at an arbitrarily chosen reference angle is required. Evaluation of the wave force in absolute terms still is not required. SPEJ p. 5


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