Design of Berth n.12 in the Port of Ventspil, Latvia

Design of Berth n.12 in the Port of Ventspil, Latvia

Gatta, P.

Vrijling, H. (mentor)
De Gijt, J.G. (mentor)
Peperkamp, W. (mentor)
Everts, H.J. (mentor)
Hamoen, G. (mentor)

Civil Engineering and Geosciences

Hydraulic Engineering

2011-04-18

Ventspil Free Port Authority has commissioned the design of a new berth capable of hosting post Panamax vessels and having a retaining height of 18.5 m. In proximity of the quay wall two sewage pipes lay on the bottom of the Venta River’s bed, which need to be combined into one single conduit with a diameter of 900 mm. In proximity of the quay wall the already existing movable Bridge on the River Venta is positioned perpendicularly to the quay wall’s center line. The final project is composed mostly of three parts: the design of the berth and of the pipeline, the analysis of the interaction between the quay wall and the conduit, the analysis of the interaction between the quay wall and the bridge’s foundation. Chapters 2, reports all boundary conditions such as water and ground levels, design vessels, hydraulic and morphological conditions, topographic and meteorological boundaries. Chapter 3 deals with the soil interpretation procedure, showing different available methods and adopted ones. The soil parameters such as angle of internal friction, dry and saturated weight and soil stiffness are obtained. Chapter 4 and 5, present different types of quay walls such as gravity walls, piles quay walls and open berth structures. By performing a Multi Criteria Analysis a choice of the most suitable berth is obtained. Chapter 6 - 8, deal with the load analysis of the quay wall. In particular chapter 6 deals with the estimation of the quay wall’s foundation reaction forces due to loads such as the concrete weight, soil weight, traffic and cargo yard load, crane, fender and ice load. Chapter 7 analyzes in particular the spreading pattern of the movable crane load on the quay wall. Chapter 8 considers the load combination on the quay wall. The design of the foundation elements of the quay wall such as the steel Combi-wall and the concrete bearing piles is performed according to different methods in chapter 9 and 10. The most suitable and most conservative one is found to be the Koppejan method. Negative skin friction effects are also included in the design of the bearing piles. The design of the Combi-wall is determined by adopting Blum’s method of fixed point. Chapter 11 deals with the design of the anchor wall and of the anchor rods. Chapter 12 estimates the construction costs of the quay wall, which amount to ca. 30.000 Euros per running meter. The overall stability of the quay wall is determined by adopting a 2D Plaxis model of the berth as reported in Chapter 13. Chapter 14 deals with the design of the pipeline and interaction between the quay wall’s foundation elements and the pipe. By means of a 2D Plaxis analysis, the soil stress increment on the pile is determined. The effects of the quay wall’s deformations on the pipe are found to generate an increase of soil stresses around the pipe’s shell of ca. 25 KPa. Least but not last the interaction between the quay wall and the Bridge’s foundation is determined. The Bridge’s foundation is in fact influenced by the deformation of the quay wall and by the dredging of the pocket in front of the quay wall. Analysis is performed by using Plaxis 3D. Results show negligible or small effects on the Bridge’s foundation in the order of 1 cm displacement of the Bridge’s foundation.

quay wall
pipeline
plaxis
foundation
relieving floor

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Student theses

master thesis

(c) 2011 Gatta , P.