Pile foundations are adopted if a soil of low bearing capacity extends to a considerable depth or if the structure is heavy or the settlement due to the structure is large. It transfers the load to a ...strong, stable stratum of soil. The behaviour of soil in slope and piles embedded in it is an elaborated soil-structure interaction problem. This paper presents the results of experimental investigations on a single pile subjected to lateral load by varying relative density of soil in the horizontal and sloping ground with three different slopes of 1V: 2H, 1V: 2.5H and 1V: 3H. The lateral load carrying capacity of the pile is considerably decreased when the lateral load is applied in the direction of the slope. It is found that the lateral load carrying capacity of the pile is increased for higher relative density of sand and the lateral capacity of the pile is greater in flatter slope than in steeper slope. The effect of different slopes on normalized lateral load versus displacement for the lateral load applied in the direction along and against slope is quantified. A set of empirical equations are formulated to determine the deflection, fixity depth and moment for the pile in sloping ground.
Shoreline erosion takes place due to the movement of sand by tides, wave actions, and wave-induced currents. The conventional techniques used for coastal protection such as artificial armor units and ...rubble mound are costly, and transportation is difficult in remote areas. Moreover, they may not be suitable for poor soil conditions. In this paper, the detailed physical experimental studies were carried out for a geo-tube saline embankment with ten geo-tubes in a four-layer configuration in a wave flume. This soft engineering solution may be particularly viable since the location is remote with poor soil strata. The studies include a scaled model (1:10) of geo-tube embankment with and without gabion boxes to check its possible utilization for coastal protection. The model is tested in the deep wave flume equipped with a piston type wave maker. The embankment is studied for two different water depths of 0.4 m and 0.5 m. The chosen 0.4-m water depth characterizes the high tide condition, while the 0.5-m water depth reproduces the combined high tide and storm surge conditions. The regular wave heights are varied in the range of 2 to 16 cm with a corresponding wave period of 1.5 to 2.2 s. Three probe methods are used to obtain the hydrodynamic parameters, based on which a geo-tube embankment protected with gabion box as armor is designed and constructed along the coast of Pentha (Odisha, India).
The proposed marine facilities at Udangudi in Tamil Nadu is located in the Gulf of Mannar, with Sri Lanka on the east and peninsular of India to the west. The overall marine facility consists of 8 km ...approach trestle, 555 m jetty & 915 m island breakwater. The objective of this 3D model is to verify the roundhead section which is subjected to waves approaching from a different direction. The tests are conducted in 1:56.52 model scale in Lanka Hydraulic Institute, Srilanka for two wave directions: 180 and 150 degrees wrt North. The model study is carried out for 18.5m water depth with 50% length, as shown below, considering the symmetry. The test series consists of 7 tests for each direction with wave heights and periods corresponding to various return periods, including two tests to assess the stability of the toe during low water conditions.
A robust method has been developed for estimating sediment settling velocity (ws) from high resolution optical remote sensing data in estuarine, coastal and harbor waters. This method estimates ...settling velocity as a function of the drag coefficient (Cd), Reynolds number (Re), grain size (D50), specific gravity (ΔSG) and grain shape (in terms of the Corey Shape Factor – CSF). These parameters were derived from the particulate inherent optical properties such as backscattering (bbp), beam attenuation (cp), suspended sediment concentration and turbidity using Landsat 8 OLI and HICO data. Preliminary results for the Gulf of Cambay in the eastern Arabian Sea and Yangtze river estuary in the East China Sea, showed that satellite-retrieved settling velocities (m s−1) varied from very low values in clear oceanic waters, intermediate values in coastal waters, to very high values in river plumes and sediment-laden coastal waters. The remote sensing retrievals of sediment properties and their settling velocities were generally consistent with the field and laboratory results, which indicate that the proposed methodology will have important implications in various coastal engineering, environmental and management studies.
Kanyakumari is coastal town which is the southernmost tip of India (8° 04′ 42.93″ N and 77° 33′ 17.55″ E). Kanyakumari is one of the most popular tourist attraction of India known for its scenic ...sunrise, sunset and also for the two offshore iconic structures namely Vivekananda Rock memorial and Thiruvalluvar Statue. These iconic structures were built over existing offshore rocks in the year 1970 and 2000 respectively. These structures are individual structures 400 m apart and located 500 m from Kanyakumari coast. At Vivekanadha rock memorial tourist experience the preaching of Swami Vivekanadha and are also attracted towards the serenity that they get in the meditation hall located on Vivekananda rock. Thiruvalluvar Statue lies adjacent to Vivekanadha rock which is a 133-feet (40.6 m) tall stone sculpture of the Tamil poet and philosopher Thiruvalluvar, author of the Thirukkural, an ancient Indian work on secular ethics and morality. More than 20 lakhs tourists visit these two attractions every year and it is expected that this number will grow in upcoming years. The tourists can reach the Vivekananda rock memorial and Thiruvalluvar statue only by passenger boats which are operating by M/s Poompuhar Shipping Corporation Limited (PSC). They own three passenger ferry which can carry 150 passengers per boat per trip. In a day they are ferrying about 10,000 passengers. There are berths at each rock for boarding and deboarding of passengers. The length of the jetty length are 35 respectively. The ferries are 21 m long, 6.3 m wide and with a loaded draft of 1.8 m. Since the jetty at Vivekananda rock is only 37 m long, it is possible for only one boat to be berthed at a time and this is causing idling of two ferry at sea and also long queue to passengers at the rock jetty as well as at the shore jetty. This long queue is turning down many tourists to visit these rocks due to the long waiting time. Tamil Nadu Maritime Board had appointed Dept. of ocean Engineering, IIT Madras to explore the possibility of extending the passenger jetty at Vivekananda Rock so that two more vessels can be berthed thereby increasing the number of ferry services and thus making space for more people to visit the Vivekananda rock without much waiting time.
Hirakud Dam Jetty for Different Water Level Ranganathan, Sundaravadivelu; Sundaravadivelu, Sakthivel; Velusamy, Esakkimuthu
OCEANS 2022 - Chennai,
2022-Feb.-21
Conference Proceeding
Recenzirano
This paper highlights the options for providing safe transportation for the people in the Hirakud reservoir area. The full reservoir level is (+) 192.024m and dead storage level is (+) 179. 830m.The ...main purpose of the project to develop the water transport which may help to cross the water body through government launches and private boats. The project is designed to operate 100 DWT Vessel. The length, width and draft are 32m, 7m and 2m respectively for transporting 100 standing passengers with bus. The Ro-Ro jetty is proposed for the construction of jetty at reservoir area with straight approach jetty, sloping approach jetty and floating pontoon.
The east coast of Odisha is continuously exposed to severe cyclonic storms and rough weather during the southwest monsoon. The beach near the Gopalpur has been prone to severe erosion for the past ...two decades. The shoreline erosion is 5m per decade. The average beach slope of 1:10 is recorded between HTL and LTL. The beach slope varies from 1:10 (non-monsoon) to 1:6 ( monsoon). The beach steepness is classified under a moderate slope. The beach sediments are of medium to coarse sand with a mixture of rare earth soil particles. The rare earth particles are heavier by their specific gravity and remain retained. The fine sediments are removed by the wave breaking at the nearshore. The mode of erosion is a cross shore erosion that happens due to beach slope, sea bed friction, and the nonavailability of beachfront for wave breaking. This paper discusses the design details, stability analysis using Plaxis, scour depth estimate, cost estimate, etc.
Offshore breakwater design involves different design aspects such as offshore wave height, 100 year wave return period, storm surge, global sea level rise, structural stability, economic viability ...and the construction feasibility. For the present study a offshore breakwater, located at 8 km away from the shore is proposed to protect marine facilities located in the Gulf of Mannar. The main objective of this study is to design a offshore breakwater and to ascertain the hydraulic stability of the breakwater against design and overload waves using physical model study. The proposed offshore breakwater facilitates to cater for larger vessels up to 185,000 DWT. Design water level is -18.0 m Chart Datum (CD) with a crest height of +8.4 m CD and toe berm at -6.0 m CD respectively. The hydraulic stability of the proposed breakwater was validated for the 100% design return waves and for an overload of 120% of waves against the analytical design parameters chosen. The proposed breakwater cross section was subjected to a 2D physical model test in order to assess the stability of armour layer, overtopping discharge, transmission coefficient and toe stability during high and low water levels. The cross-section has a crest width of 4.1m and top level of +8.4 m CD, accommodating 17 rows of 4 m³ Accropode on the sea side slope (1:1.33) and toe top level of -6.0 m CD. The rear side armour consists of 3 layers of 1-3 tonnes rock armour placed in a slope of 1:1.5. The breakwater trunk section at -18 m CD bed level was tested in the 2D flume. The 2D model setup was constructed on a scale of 48.36 for the model study. The 2D model study shows negligible damage in all stability aspects. Hence the final cross section is finalised for the onsite construction.
Glass fiber reinforced polymer (GFRP) stiffened composite plates with and without rectangular cutout are analysed under axial, lateral and combined axial and lateral loading using finite element ...software ABAQUS®. Ultimate load, maximum displacements and failure modes of GFRP stiffened composite plates with and without cutout obtained from finite element analyses are compared with experiments carried out at Department of Civil Engineering, IIT Madras. Validation of the finite element model is carried out by analysing a blade-stiffened composite panel and compared with the experimental results of Falzon and Hitchings (2003). Parametric studies are carried out for various plate slenderness ratios, column slenderness ratios, lateral pressure intensity and material type. Analysis of stiffened composite plates with reinforced cutout is carried out to determine the type and size of reinforcement required for restoring the lost strength and stiffness.
Facilities for handling large draft vessels, modern container ships and tankers have become essential due to the rapid growth in marine traffic. A pile supported skirt breakwater (PSSB) is one of the ...most promising concepts that could fulfill this requirement as PSSBs are environment friendly and economical for locations where tidal fluctuations are large and soil conditions are poor compared to other types of conventional breakwaters. The structure consists of an impermeable barrier piercing the free surface and extending up to a certain depth of submergence. The barrier which is responsible for attenuating the incident waves through partial reflection is supported on closely spaced concrete or steel piles. The barrier would consist of pre-cast elements that are connected to the piles on site. A numerical model based on the Eigen function expansion theory for linear waves to investigate the reflection and transmission characteristics of a PSSB consisting of single and double rows has been developed. The wave run-up on the skirt of the front row as well as the oscillation of the water surface in between the two rows was also computed. The results on the above stated parameters are reported as a function of wave and structural parameters in a dimensionless form. The numerical results are compared with experimental results and the agreement in general is found to be good.
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