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.

Disclosed herein are a group anchor system, subsea installation tool and method of install such group anchor systems. The group anchor system includes a template through which a plurality of vertical piles, such as helical piles, are passed, drilled into the seabed at one end and secured to the template at the other to provide a mooring anchor for an offshore asset. The installation tool is a modular tool designed to mate with the group anchor system. Each module including drive mechanism for engaging and driving a pile. The piles may be driven simultaneously, individually, or in groups as required for proper placement and leveling. Methods of using the installation tool are also disclosed.

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 concrete block construction method, including: manufacturing a plurality of concrete blocks each having a vertical guide hole formed in a vertical direction; preparing a guide member for installing the concrete blocks; forming a lower concrete block structure by installing at least one of the concrete blocks; placing the concrete block subject to be installed on the lower concrete block structure by inserting the installation guide pole into the vertical guide hole of the concrete block subject to be installed; and separating and recovering the guide member for installing the concrete block from the concrete block subject to be installed, after placing the concrete block subject to be installed.

One or more specific embodiments disclosed herein includes a method for creating a sediment control device, comprising clearing native soil on a tract of land of vegetation, tilling the native soil, filtering the native soil, importing additional soil and fibrous materials, mixing the additional soil and fibrous materials with the native soil, blending an adhesive-type binder into the mixed soil, forming the mixed soil with the adhesive-type binder into a berm, and covering the berm with a textile.

A concrete block construction method, including: manufacturing a plurality of concrete blocks each having a vertical guide hole formed in a vertical direction; preparing a guide member for installing the concrete blocks; forming a lower concrete block structure by installing at least one of the concrete blocks; placing the concrete block subject to be installed on the lower concrete block structure by inserting the installation guide pole into the vertical guide hole of the concrete block subject to be installed; and separating and recovering the guide member for installing the concrete block from the concrete block subject to be installed, after placing the concrete block subject to be installed.

An excavating pump apparatus and a pile installation apparatus having the same are disclosed. An excavating pump apparatus in accordance with an embodiment of the present invention may include: an excavation head being inserted into an inner space of a pile through an open hole opening the inner space of the pile and being configured to crush seafloor sediments and allow the crushed seafloor sediments to be flowed therein; an outlet conduit connected to the excavation head and being a channel for discharging the seafloor sediments flowed into the excavation head to an outside of the pile; and a pump configured to move the seafloor sediments through the outlet conduit by providing a pump pressure to the outlet conduit.

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.