In a general aspect, a method is presented for manufacturing support structures for offshore wind turbines. In some implementations, the method includes constructing a plurality of modular sections that assemble to define the support structure. One or more of the plurality of modular sections are configured to anchor to an underwater floor. At least one of the plurality of modular sections is constructed by operations that include forming a wall along a perimeter to bound a volume, filling the volume with a castable material, and hardening the castable material. In some instances, forming the wall includes depositing layers of printable material successively on top of each other. The method also includes joining the plurality of modular sections to assemble the support structure.

In a general aspect, a method is presented for manufacturing support structures for offshore wind turbines. In some implementations, the method includes constructing a plurality of modular sections that assemble to define the support structure. One or more of the plurality of modular sections are configured to anchor to an underwater floor. At least one of the plurality of modular sections is constructed by operations that include forming a wall along a perimeter to bound a volume, filling the volume with a castable material, and hardening the castable material. In some instances, forming the wall includes depositing layers of printable material successively on top of each other. The method also includes joining the plurality of modular sections to assemble the support structure.

In a general aspect, a method is presented for manufacturing support structures for offshore wind turbines. In some implementations, the method includes constructing a plurality of modular sections that assemble to define the support structure. One or more of the plurality of modular sections are configured to anchor to an underwater floor. At least one of the plurality of modular sections is constructed by operations that include forming a wall along a perimeter to bound a volume, filling the volume with a castable material, and hardening the castable material. In some instances, forming the wall includes depositing layers of printable material successively on top of each other. The method also includes joining the plurality of modular sections to assemble the support structure.

An anchor driving device includes an anchor, a driving member with a slide stop, an anchor rod, a slide collar, and a load cell. The driving member is removably coupled to the anchor. The slide stop of the driving member is spaced apart from and disposed above the anchor. The anchor rod is permanently coupled to the anchor. The slide collar is disposed on the driving member and is selectively affixed to the driving member with a release mechanism. The load cell is permanently coupled to the slide collar and selectively coupled to the anchor rod. The load cell is configured to measure a load through the anchor rod during a setting operation of the anchor.

A circular pipe member is penetrated into the seabed by a suction pressure, and a plurality of circular pipe members are vertically stacked thereon and integrated thereto to construct a cofferdam. When dismantling the cofferdam, the circular pipe members are disassembled and dismantled in order by using a lifting wire installed at a newly constructed structure installed in the inner space of the cofferdam.

A circular pipe member is penetrated into the seabed by a suction pressure, and a plurality of circular pipe members are vertically stacked thereon and integrated thereto to construct a cofferdam. When dismantling the cofferdam, the circular pipe members are disassembled and dismantled in order by using a lifting wire installed at a newly constructed structure installed in the inner space of the cofferdam.

The present disclosure relates to a cofferdam system securable to an underwater structure and across a body of water. The system includes a post support and anchoring assembly securable to the structure, a web support frame which extends upwardly from the post support and anchoring assembly in a spaced apart configuration from a surface defined by the underwater structure, as well as a substantially flexible impermeable web which is positioned across the body of water and which is adapted to cover the post support and anchoring assembly and at least a lower section of the web support frame outwardly therefrom. Such configuration of the system allows to provide a substantially dry enclosure from a dam upstream side between the substantially flexible impermeable web and the underwater structure when mounted thereto and once water is being removed from a dam downstream side. A method for installing the same is further described.

An anchor driving device includes an anchor, a driving member with a slide stop, an anchor rod, a slide collar, and a load cell. The driving member is removably coupled to the anchor. The slide stop of the driving member is spaced apart from and disposed above the anchor. The anchor rod is permanently coupled to the anchor. The slide collar is disposed on the driving member and is selectively affixed to the driving member with a release mechanism. The load cell is permanently coupled to the slide collar and selectively coupled to the anchor rod. The load cell is configured to measure a load through the anchor rod during a setting operation of the anchor.

The present application relates to the field of immersed tube jointing, and more particularly relates to a post-grouting method for an immersed tube joint base. The post-grouting method includes the following steps: before locked backfilling of immersed tubes to be implanted, disposing a grouting tube capable of outputting solidifiable slurry in a furrow below immersed tubes; and after the locked backfilling, grouting the immersed tubes by using the grouting tube. For the purposes of adjusting postures and heights of the immersed tubes in case of abnormal settlement during installation, solving the problems on the stabilities and the service lives of immersed tube joints due to settlement of gravel mattresses or a geologic structure thereunder after installation, and enabling the immersed tubes to achieve a better bearing effect on a load during use, the present application provides the post-grouting method for the immersed tube joint base.

The present application discloses a final joint of an immersed tunnel, a prefabrication method and an installation method, wherein the final joint includes two end surfaces connected with installed adjacent tube sections; the two end surfaces are both tilted surfaces, so that the longitudinal profile of the final joint along an installation direction is of an inverted trapezoid structure; and the final joint further may be of a structure with a tube section I and a tube section II which are connected with each other. The final joint of the immersed tunnel is simple in structure, convenient to control and relatively high in precision, thereby reducing lots of open sea diving work and lowering a risk of installation quality defects; as prefabrication procedures are simple, the final joint may be prefabricated in a land factory and then transported to the site, thereby reducing influence of weather conditions on construction; a body structure of the final joint is prefabricated in the factory, and then the overall final joint is transported to the site for installation; water stop systems realize quick water stop, thus forming a dry construction environment; and therefore, the influence of weather and tidal current conditions on a project may be reduced, and a quality risk may be lowered.