The present invention provides for a compressible grout mix for filling an annular gap between a tunnel rock wall surface and a tunnel liner of a tunnel in a rock formation subject to time dependent deformation after excavation and a method of filling the annular gap between a tunnel rock wall surface and a tunnel liner of a tunnel in a rock formation subject to time dependent deformation after excavation utilizing the compressible grout mix for resilient absorption of forces in the hardened state of the compressible grout mix exerted by the time dependent deformation of the rock wall surface into the tunnel opening. The method includes:

a. providing the compressible grout mix comprising hydraulic binding agent, bentonite clay, polymer foam particles, water-reducing admixture, water and air,
b. placing the compressible grout mix in the annular gap between the tunnel wall rock surface and the tunnel liner, and
c. allowing the compressible grout mix to set, wherein the compressible grout mix in the hardened state has a compressible ratio greater than the anticipated time dependent deformation.

A synchronous single-liquid grouting slurry, its technology and application for large diameter shield engineering under water-rich, high-pressure and weak soil strata conditions, comprising raw materials: 1050-1200 parts of gold tailing, 420-480 parts of silicate cement clinker, 220-240 parts of fly ash, 45-120 parts of waste clay brick, 65-95 parts of slag, 25-45 parts of limestone tailing, 70-80 parts of steel slag, 30-45 parts of silica fume, 15-22 parts of desulfurized gypsum, and 9-15 parts of quick-setting and early-strength composite additive. The invention controls the d.sub.50, d.sub.85 and d.sub.95 of the material particles as 35-40, 42-48 and 50-55 m, respectively. Gold tailing with the particle size of 120-600 m being used as the fine aggregate, their volume fractions are 40-60%. The slurry production technique, comprising crushing-sieving-superfine ball milling-homogenization-particle size classification-variable speed mixing being developed. The shield tail eight-point grouting technique is being developed for filling.

A dynamic monitoring method for a rebound rate of wet spraying shotcrete includes converting a set of laser points obtained from scanning to a rock wall scanning surface relative coordinate system to form an initial geometric model of the rock face, calculating the initial rock wall volume, coarse spraying and fine spraying the shotcrete and performing the three-dimensional modeling calculations, and calculating the coarse spray rebound rate and the fine spray rebound rate, thereby solving the problem that at present, the estimated idealized data does not match the actual usage data, not only it is insufficient in quantification, but also the dynamic rebound rate of the wet spraying process is not understood, in which the rebound rate is inaccurately estimated, making it difficult to guide the adjustment of the shotcrete formula and the adjustment of the spray posture and speed, and thus the goal of process optimization cannot be achieved.

A retainment wall for underground horizontally extending mine shafts wherein a spaced vertical series of horizontal support ribs are secured to one or more upright supports that are secured in the mine shaft between the side walls thereof. Porous material covers and is secured to the forward retaining face of the wall structure. If the retainment wall structure is to be used as a fill retainment barrier the porous material is spray coated with a settable sealant which covers the forward face of the wall structure and the perimeter thereof to seal off the mine shaft.

A modular tunnel forming apparatus includes at least two modules which are arranged one behind the other in the longitudinal direction of the tunnel formwork device and are detachably connectable to one another. The at least two modules each have a frame part, and the frame parts of the interconnected modules form a frame of the tunnel formwork device. At least two support structures, which can be connected to the frame of the tunnel formwork device and are spaced apart from one another in the longitudinal direction of the tunnel formwork arrangement, are provided for supporting the frame on a tunnel floor. The frame carries at least two support cylinders at at least two positions spaced apart from one another in the longitudinal direction, which support cylinders can be connected to longitudinal beams extending in the longitudinal direction, which longitudinal beams carry tunnel formwork elements of the tunnel formwork device.

A work carriage running stepwise along a tunnel to lay a solidifiable fluid material on walls of the tunnel and allow it to solidify for constructing a tunnel lining is provided. The work carriage has a sliding formwork equipped with a closing board for closing, radially to the tunnel, a space between a front edge of the sliding formwork and a wall of the tunnel to be lined to form an interspace for accommodating the solidifiable fluid material against the wall of the tunnel. The sliding formwork has a covering mantle. A releasable constraint provided between the sliding formwork and the covering mantle switches from a first condition, in which the covering mantle is fixed to the sliding formwork, to a second condition, in which the covering mantle slides over the sliding formwork.

The application relates to a monitoring system for monitoring a strength development (SD) of sprayed concrete. The system comprises a sprayer for spraying the concrete on a target surface and at least one monitoring sensor for sensing at least one strength development quantity (TQ, MQ) from the concrete. The system further comprises a communicator for receiving at least one sensed strength development quantity-related information (TE, MO) wirelessly from the at least one monitoring sensor and a processor for processing the at least one received strength development quantity-related information to represent the development of the strength of the concrete. The sprayer is further configured to spray the at least one monitoring sensor on the target surface so that the at least one monitoring sensor is among the sprayed concrete after the sprayer has been provided with the at least one monitoring sensor.

A method and structure for forming an elongated concrete arch involving a concrete sled to form a concrete tunnel extending behind the sled as the sled is moved forward. A series of arched forms are placed on the ground within the footprint of the sled, the sled is advanced forward over the arched forms as concrete is poured into a sled through a central passage into a space between the sled and the arched forms. The forms are guided and shaped as they enter the sled. The concrete is smoothed as it extends behind the sled. The arched forms are removed from beneath the concrete arch within 60 minutes of the concrete being poured.

A method of lining a tunnel comprises providing a plurality of injectors (7) on an apparatus, the injectors being positioned adjacent an internal tunnel surface (6) or (41) and using the injectors to place and compress and, if required, crush the solid particles of, and dewater the lining material (5) to form a structural tunnel lining. The apparatus is moved forward by the pressure exerted by the injectors (7) as they discharge the lining material. Articulated shuttering for the tunnel lining is provided on a trailing side of the apparatus. The injectors (7) can be arranged on an apparatus having a cross-section corresponding to a cross-section of a tunnel to be lined.

A pressure-controlled tunnel directional grouting reinforcement device is provided. Some embodiments of the present disclosure utilize the pressure generated during the concrete injection serves as a power source, and changes the directional movement of the front conical block, the rear conical block, and the actuated sleeve valve inside the interface pipe. This allows the concrete grout to be injected in a relatively low-pressure state and to be injected into an inner structural layer in a relatively low-pressure and stable state. The objective is to preserve the high-pressure state of the concrete grout during injection, and to reduce the damaging effects caused by high-pressure erosion of the concrete grout on the inner structural layer. To reduce the damaging effects of the high-pressure erosion on the inner structural layer by the concrete grout. An active pressure compensation is further employed to interfere with a pressure fluctuation state of the concrete grout.