Liquefaction, lateral spreading, and ground failures that impact slopes and earth structures must all be taken into account. Because often it is not practical to eliminate these hazards, coastal structures are designed to accommodate permanent ground deformations within specified performance requirements. The displacement-based design methods in this standard have been widely used for more than a decade and are supported by several industry-sponsored testing programs.
ASCE - Seismic Design of Piers and Wharves | Engineering
Topics include: seismic performance requirements design approach geotechnical considerations and soil-structure interaction force-based design displacement-based design design and detailing considerations and ancilliary components. PDF Price. Need more than one copy? Not a Member? This standard is not included in any packages.
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Proceed to Checkout Continue Shopping. The site is situated on reclaimed land that overlies harbour deposits consisting of soft to stiff silts with medium dense to very dense sands from approximately 40 m depth and volcanic boulders and rock at approximately 50 m depth. The reclamation process involved construction of a breakwater by end dumping quarried basalt gravel on top of the natural marine deposits.
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Progressive slope failures were reported during construction. Reclamation of land behind the breakwater was then carried out with hydraulic fill dredged from the harbour bed. As such the wharf and associated breakwater slope must be designed to provide the following performance requirements:. At the Oil Berth site there are many geotechnical challenges in achieving these requirements, including weak natural soils, potentially variable fill material, poor existing slope performance and an increase in slope height through dredging. In addition the existing Oil Berth must be kept operational during construction.
Ground motion selection and analysis was desired to take advantage of the recorded rock and soft soil time histories available from the Canterbury earthquakes.
Course- Seismic Design of Piers amd Wharves
The selected ground motions are summarised in Table 2. Both the East-West and North-South components of the ground motions were used. Non-linear site response analysis to determine the appropriate design spectra for seismic assessment of the wharf structure. Site response analysis therefore enabled a reduction in seismic demand from NZS Dynamic non-linear deformation analysis NDA was undertaken to assess lateral loadings on the piles, soil-structure interaction and the pile pinning effects on the breakwater slope.
ASCE/COPRI 61-14 Analysis and Detailing Next Steps
Inertial loading from the wharf superstructure and kinematic loading caused by lateral ground deformations was considered simultaneously. The third and fourth tasks are described in more detail in the following sections. The dynamic response of soil deposits beneath a site has a significant influence on the ground motion hazard of engineered structures. These effects depend on the ground profile, the physical characteristics of each soil layer and the strength and direction of shaking. The input from the calibration model was able to match the recorded soft soil ground motions at GNS seismograph station LPOC over a range of earthquake sizes.
Equivalent linear methods e. SHAKE were unable to capture the response of the soft soils to strong ground shaking.
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The assessed site specific response spectra have been calculated as the mean spectra from a suite of 28 ground motion analyses based on the seven earthquake records which are summarised in Table 3. Figure 2 shows the spectral accelerations from the site response analysis compared to the PSHA spectra curves for the CLE design events. Given that the period of the wharf structure is estimated to be around 2. However, there may be physical processes at long periods i. Therefore it was considered that using the lower spectral acceleration values from the site response analysis as shown in Figure 3 was not appropriate for structural design.
cars.cleantechnica.com/cantaleta-filosofada-al-ser-pensografo.php The analysis methodology used to assess the slope stability and evaluate the seismic slope displacements comprised three steps:. The light grey lines are the spectra from individual DMOD analyses. The undrained shear strength profiles for the harbour deposits were derived from the CPT results using an Nk factor equal to