This thesis presents an original theoretical investigation, based on diffraction theory (extended for permeable structures by Sollitt & Cross [56]), of the performance of segmented rubble mound breakwaters. The amount of protection offered by such a breakwater is a function of the rubble construction (characterized by porosity and permeability), geometry and spacing of segments as well as depending on the the characteristics of the incident wave field. To explore the influence of these factors on the performance of these breakwaters, the diffraction by three related structures have been considered :a periodic array of impermeable blocks, a single continuous rectangular section permeable structure and a periodic array of permeable blocks in shallow water.

During the late winter of 1855-56 or early spring of 1856 about 33,000,000 cubic yards of volcanic rock slid from the high cliff known as The Barrier, near Garibaldi, B.C. This debris travelled down a rather sinuous path along Rubble Creek valley to its confluence with Cheakamus River about A miles from the Barrier and about 3400 feet lower. The initial material appears to have travelled as a high velocity tongue of debris which swept from one side of the valley to the other as the debris stream rounded curves eventually to be deposited on Rubble Creek fan. Velocities calculated from the superelevation of the debris as it rounded three different curves indicate that the debris was moving between 88 and 110 feet per second. A minimum velocity of 80 feet per second was calculated using the principle of conservation of energy where the debris overtopped a small hill at the apex of the fan. All of the trees in the path of this slide were uprooted and carried away. The trees adjacent to the slide were scarred and bruised by moving debris. The initial high velocity tongue was apparently followed by mud flows which deposited large rounded boulders and poorly sorted, volcanic debris on an area of the fan which was not covered by the initial slide. This material was apparently slow moving, as it piled up high on the uphill side of some trees which later died and fell across the top of the debris. Some xenolithologic debris cones similar to those found at Sherman Slide in Alaska and elsewhere also occur in the area of mudflow material. The slide deposit is formed of angular poorly sorted volcanic clasts weighing up to about 250 tons. The slide debris can be distinguished from underlying fan deposits by the lack of fine gravel and silt sized particles in the fan material. Deposits of debris similar to the debris of the 1856 slide, beneath some of the fan deposits, show that an earlier slide may have occurred. The mechanism which triggered the landslide is not known, but blockage of a subsurface drainage system, which drains the area behind The Barrier and escapes as springs at its toe, could have raised groundwater pressures enough to trigger the slide. In addition, as the area is one of recent volcanic activity a local earthquake may have been the immediate cause. In any event the underlying cause for the landslide was that the excessively steep and high cliff face of lava was apparently deposited against glacial ice, and subsequently, lost support when the ice melted. Studies using a scale-model of the topography of the area and bentonite slurries were carried out to find out if the movement of the 1856 slide could be modelled and if so, could the movement of possible future slides be predicted. Although no mathematical basis was developed for the modelling it is thought that if a material could be found which modelled the complex movement of the 1856 slide,future slides could also be modelled. Although modelling of the 1856 slide was not entirely successful several insights were given into the movement and deformation of prototype slides of the same type as Rubble Creek Slide. There has been at least one destructive slide in the area of Rubble Creek fan in the recent past and because it cannot be demonstrated that conditions have changed substantially since the 1856 slide it is only prudent to accept the possibility of the occurrence of another slide in the near future. / Science, Faculty of / Earth, Ocean and Atmospheric Sciences, Department of / Graduate

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In the present study, the influence of geometric scale, unit orientation (alternatively, flow direction), and the dimensionless Reynolds and Keulegan-Carpenter quantities on the hydrodynamic loading of Core-Loc armour units is explored through a series of physical modelling tests under unsteady and oscillatory flow conditions.

What happens if you never clear the drawing board? If nothing really should be abandoned, what will that mean? Spoiled material, ideas, fragments, duplicates, rubber marks, traces, what are they and how do they affect and interact in architectural processes? What are the patterns, measurements, lines, tectonics of the discarded? And is there, so to speak, a "dark" architecture, a reflection or a shadow of the wanted? Or as Kelley points out in Le Va’s scatter pieces, an anti-architecture. What if I could flip that anti-architecture, into a architecture, what would that mean and what would that look like?

Coastal regions are extensively utilized by constructing coastal structures and facilities, as a result of the economical potential they offer. In designing and construction of coastal structures, it is important to achieve an optimum design satisfying both the stability and the engineering economy requirements effectively, regarding the natural balance of the coastal region. In this study, first step model tests on the stability of the coastal protection structures of Eastern Black Sea Highway Project under construction, proved that the structure is not stable and safe under severe wave action. As an innovative approach, using Van der Meer&amp / #8217 / s approach and berm design guidelines alternative cross sections were generated.In the second step of the model studies, 8 different models were constructed using a model scale of 1/31.08 and they were tested both for breaking and non-breaking waves. The experiments took place in the Coastal and Harbor Engineering Laboratory of the Middle East Technical University, Civil Engineering Department. The newly designed and optimized berm type structure was proved to be successful and economical.

Black Sea coast line is a hazardous region especially in winter due to the dominant wave action. Therefore, rubble mound breakwaters used as ship shelters are vital structures especially for the fishermen. Construction of the breakwater requires good quality durable armourstones. Due to the nature of the rubble mound breakwaters, armourstones having various sizes and types are used in the construction of these structures. The deterioration of these armourstones with time in the form of abrasion and disintegration may result in the failure of the breakwater. Therefore, it is important to investigate the durability and quality of the armourstones to be used in these structures. In this thesis, the properties of the armourstones taken from five rock quarries and used in the Hisar&ouml / n&uuml / (Bartin), the Tarlaagzi (Bartin) and the Alapli (Zonguldak) rubble mound breakwaters were studied both in field and laboratory in order to assess their qualities and long term durabilities. Based on the in-situ observations and laboratory tests, the Kavakdere, Kavukkavlagi and the Tarlaagzi limestones are good (durable) rocks. However, the &Ccedil / &ouml / mlek&ccedil / ikuyu andesite is found to be generally marginal rock, and the Kiran sandstone is poor rock. CIRIA/CUR, RDId, RERS and Wet-Dry strength ratio classifications are in good agreement with the in-situ observations and the results of the laboratory tests. However RDIs, Average Pore Diameter and Saturation Coefficient classifications do not fully reflect the reality.

Coastal regions are very important because they provide a lot of resources and benefits for all the humankind. Coastal defense structures protect coastal regions from wave attacks. However, the cost of construction such coastal defense structures are very high and need big investments. Hence, to reach the optimum design and minimize the risk of failure has vital importance during the design stage of these structures. Model studies are the most effective tool in optimizing the design of these structures. Rubble mound coastal defense structures were constructed with assembly of different sizes of armor stones and front slopes. Rubble mound coastal defense structures were designed by Van der Meer

Simulation models based on the elliptic mild or steep slope wave equation are frequently used to estimate wave properties needed for the engineering calculations of harbors. To increase the practical applicability of such models, a method is developed to include the effects of rubble mound structures that may be present along the sides of entrance channels into harbors. The results of this method are found to match those of other mathematical models (i.e. parabolic approximation & three-dimensional solution) under appropriate conditions, but they also deviate from results of parabolic approximations in some cases because dissipation can create angular scattering. Comparison with hydraulic model data also shows that this approach is useful for designing pocket wave absorbers that are used to reduce wave heights in entrance channels.

In order to analyze the stability of Eastern Black Sea Coastal Highway defense structures constructed with natural stone armor layers, hydraulic model tests were performed under both breaking and non-breaking waves. Eight different alternative cross-sections of the defense structures were constructed in the wave flume in Coastal and Harbor Engineering Laboratory, Civil Engineering Department, METU. Water depth was kept constant at a depth of 7.5 m in front of the structures. Model scale, &amp / #955 / L, was calculated as 1:31.08 using Froude Law. Experiments were carried out for wave heights, H, ranging between 3 &ndash / 7 m. with a wave period ranging between 6 &ndash / 11 sec in prototype. A comparative economical analysis of the alternative cross-sections of the defense structures has proven that cost (per meter) differs almost 50% between the alternative cross-sections.