30results about How to "Ensure normal excavation" patented technology

The invention relates to a construction method for an underground tunnel, in particular to a construction method for a river-crossing shield tunnel crushed stratum communication channel, which is used for solving the problems of failure of stratum reinforcement, long working period, high cost, poor quality and the like existing in the construction process of the conventional river-crossing shieldtunnel crushed stratum communication channel. The method comprises the following steps of: determining the position of the communication channel; before opening, performing pre-grouting to integrallyconsolidate broken rock outside the excavation outline of the communication channel; forming a high-strength waterproof curtain; before excavation, performing stress conversion; drilling and partitioning to remove a left line pipe sheet, brushing the top, performing tunnel excavation with a combined damping burst technology, and timbering; and drilling and partitioning to remove a right line pipesheet, brushing the top, and performing second lining construction by adopting a combination template. Due to the adoption of the construction method, water seepage is avoided after excavation, the technology is advanced, the blank of a communication channel pre-grouting technology is fulfilled, the working period is short, the mechanical degree is high, the process is simple, construction is environmentally-friendly, collapse is avoided, and over-excavation is greatly lowered; and the method has a wide application range.

The invention discloses a method for preventing sinking of a hole opening protective cylinder of a slurry retaining wall hole forming cast-in-place pile. The method comprises the specific processes that two cylinder protecting flanges are arranged on the upper portion of the outer wall of the hole opening protective cylinder, and a gap is reserved between the cylinder protecting flanges; a groovefor storing a reinforcement cage hanging device is formed in the top end of the hole opening protective cylinder; and slurry overflow ports are formed in the side wall of the hole opening protective cylinder and formed corresponding to the gap between the two cylinder protecting flanges. According to the method, the accuracy that the top elevation of the hole opening protective cylinder is adoptedas control over the temporary pile hole depth and the reinforcement cage elevation on site is guaranteed, and at the same time, it is guaranteed that the protective cylinder can be normally pulled upand move; and meanwhile the situation that subsequent concrete guide pipe putting-down arrangement is influenced by steel pipe hanging is avoided.

The invention relates to high viscosity slurry for water-rich sandy gravel stratum slurry shield construction. 12 parts of bentonite and a proper quantity of water are jointly added into a slurry preparing pool, the bentonite turns into even paste after 15 minutes of full agitation, then 1 part of I type slurrying agent is added into the slurry preparing pool and then stirred so as to form I type slurry, the specific gravity of the I type slurry is detected, the specific gravity of the I type slurry is required to be controlled between 1.05 and 1.15g/cm3, 20 parts of II type slurrying agent and 2 parts of III type slurrying agent are added into the slurry preparing pool and then stirred for 10 minutes so as to form high viscosity slurry, the marsh funnel viscosity of the high viscosity slurry is detected and is required to be controlled between 30-35s, and the marsh funnel viscosity of the high viscosity slurry is twice that of common bentonite slurry, so that the high viscosity slurry can be effectively mixed with excavated muck, the muck is prevented from depositing in a cutter cabin, and the shield is ensured to tunnel normally.

The invention relates to a deep foundation pit, in particular to a deep foundation pit water-stop curtain construction method. An in-rock deep foundation pit rock-socketed water-stop curtain construction method comprises the following steps: 1) stopping water in a highly permeable layer above a rock layer by using three-axis cement mixing piles; 2) clearly exploring the situations of distribution and elevations of sand-containing coral debris, highly-weathered granite layers and medium-weathered granite layers by adopting a preliminary hole prospecting technology, and guiding the construction of the three-axis cement mixing piles and high-pressure jet grouting piles through information; 3) performing fully-closed water interception on the rock layer and an interface between the rock layer and the sand-containing coral debris by adopting the high-pressure jet grouting piles. The in-rock deep foundation pit rock-socketed water-stop curtain construction method has the advantages that two structural geological layer enclosure structures are bonded into an integral body, the seepage problem of the seeping interface is treated very well, the foundation pit excavation and the foundation construction are guaranteed to be performed in a waterless state and the foundation pit safety is also guaranteed.

The invention provides a planet wheel type profiling excavation device for construction of a rectangular-cross-section tunnel which is used for solving the problems that an excavation bland area is large, a cutting effect of soil mass is poor, the structure is complex, the adaptability of the cross section is poor existing in an existing excavation device. The plant wheel type profiling excavationdevice comprises a cutter disc, a planet wheel, a planet wheel shaft, a planet carrier, a large gear ring and a shield body. The cutter disc is in a water-drop shape, and the rear portion of the cutter disc is engaged with the planet wheel shaft. The planet wheel shaft is connected with the planet carrier through a bearing, and the rear portion of the planet carrier is connected with an externaldriving device. The planet wheel is arranged on the planet wheel shaft, the planet wheel is arranged in the large gear ring, the planet wheel is engaged with the large gear ring, and the outer side ofthe large gear ring is fixed to the shield body. The planet wheel type profiling excavation device ensures full-section excavation, different excavation sections can be formed, excavation of rectangular-cross-section tunnels in various specifications can be achieved, and the good economical efficiency, adaptability and reliability are achieved. Meanwhile, the planet wheel type profiling excavation device has a good soil mass cutting effect and good cross section adaptability.

The invention discloses a construction method of an anti-scouring flood relief channel of a barrier lake. Slope steel wire meshes are laid on slopes on the two sides of the flood relief channel, a reinforced geomembrane is laid at the bottom of the flood relief channel, reinforcing steel bar gabions are arranged at the bottoms of the slopes on the two sides, multiple rows of prefabricated pier stones are arranged in the flood relief channel, each row of prefabricated pier stones are arranged in the width direction of the flood relief channel, each prefabricated pier stone is fixed to the bottom of the flood relief channel through a first anchor rod, every two adjacent prefabricated pier stones are connected through a second anchor rod, and the second anchor rods close to the slopes are fixedly connected to the slopes on the two sides. The flood relief channel constructed through the construction method can effectively reduce the scouring strength and flow speed of water flow, the anti-scouring capacity of the slopes on the two sides and the bottom of the flood relief channel is enhanced, and the damage and loss to the downstream are reduced. According to the construction method, the construction time is relatively short, the emergency preparation time can be shortened as much as possible, excavation and channel body reinforcement work of the flood relief channel can be guaranteed within a short time, and various geotechnical materials adopted in the construction process are low in price.

The invention discloses a shield receiving well foundation pit excavation and supporting non-precipitation construction method. The method includes the steps that multiple bored cast-in-place piles distributed in an annular array are arranged in a shield receiving well foundation pit excavation region, and the side wall of a shield receiving well foundation pit is defined by the bored cast-in-place piles; the bottom face of the foundation pit and the inner side and the outer side of the side wall of the foundation pit are subjected to grouting water stop, a bottom water stop curtain, an innerwater stop curtain and an outer water stop curtain are formed, the water stop curtains are integrally formed, and a gap groove is formed between the water stop curtains on the inner side and the outerside of the side wall of the foundation pit; water in the foundation pit is extracted away, part of water in the gap groove is extracted, the horizontal plane in the gap groove is located at the position between the underground horizontal plane and the bottom face of the foundation pit, and then a crown beam and a ground water retaining wall are arranged; and the foundation pit is excavated and driven from top to bottom layer by layer, and multiple supports are arranged on all the layers for supporting. By means of the method, the problem about safety construction under the non-precipitationcondition in the shield receiving well foundation pit excavation and supporting construction process is solved.

The invention provides a vacuum preloading film pressing groove extension construction method which includes the steps of film pressing groove extension and sealing film laying. In the film pressing groove extension step, an original film pressing groove which can not be dug to an airtight layer is horizontally moved to the outer side of a region, and digging is performed after the position of the film pressing groove is determined again so as to guarantee that a sealing film can be pressed in a film pressing groove airtight soil layer after film pressing groove extension. In the sealing film laying step, after film pressing groove extension, the size of the sealing film is adjusted according to actual extension size, the sealing film is laid, and a vacuum preloading construction stage starts after sealing film laying. The vacuum preloading film pressing groove extension construction method is convenient to use, it can be ensured that digging can be performed to the airtight layer, the sealing effect is guaranteed, and the preloading effect of a whole vacuum preloading area is guaranteed.

The invention relates to the technical field of tunnel construction, in particular to an advanced radial water lowering channel system and an advanced radial water lowering method. The advanced radial water lowering channel system comprises a horizontal water lowering channel, a communication ring pipe, a vacuum filter pipe, an evacuated water lowering main pipe and a vacuum water lowering pump, the horizontal water lowering channel is arranged in a tunnel surrounding rock to be excavated, the vacuum filter pipe is inserted into the tunnel surrounding rock outside the horizontal water lowering channel, water in the tunnel surrounding rock enters the vacuum filter pipe under the action of the vacuum water lowering pump, enters the communication ring pipe through a joint, enters the evacuated water lowering main pipe through a communication short pipe and finally is drained through the vacuum water lowering pump, water lowering effects are obvious, field implementation is easy, characteristics of weak surrounding rocks are improved, saturated water level is reduced below an excavation line, and excavation of a subsequent tunnel is ensured.

The invention discloses a device for rapidly testing the water burst pressure of a bedrock fracture in a magmatic rock tunnel. The device comprises a light hard material retaining ring and a pressure receiving converter, the pressure receiving converter is arranged at the bottom of the light hard material retaining ring, and a movable cavity is defined by the pressure receiving converter and an inner concave part. The pressure receiving converter, a wireless transmitter, a sensitive pressure conversion circular ring, a sensitive pressure conversion cylinder, a sensitive pressure sensing column, a sensing column cap, a sensitive compression sensing body, a flexible sensing body and a flexible sensing protective surface are arranged in the movable cavity to form a sensing testing device. The device can quickly test the water burst pressure of the bedrock fracture.

The invention discloses an air duct transformation and communication construction method for a subway air shaft. The method comprises the following steps: 1, cutting a part of an overground structure of an original air shaft (10); 2, an original air shaft is partially closed, and a top ventilation structure (11) and a side ventilation structure (12) are arranged; 3, a fresh air shaft (20) is constructed, and an air shaft communication area (30) is reserved between the fresh air shaft (20) and the original air shaft; 4, completely covering the communicating part of the original air shaft and the air shaft communicating area through a retaining wall (101) and an isolating plate (102) in the original air shaft; 5, constructing an air shaft communicating area and a communicating part of the air shaft communicating area and the original air shaft; 6, the retaining wall is dismantled, the original air shaft, the air shaft communication area and the fresh air shaft are communicated, and the original air shaft is completely sealed; and 7, removing the overground part of the original air shaft, and constructing upper waterproof and earthwork backfilling. By reserving part of the structure and ventilation function of the original air shaft, safe construction of the fresh air shaft and the air shaft communication area is guaranteed, the air duct communication transformation construction period is shortened, and subway operation is not affected.

The invention discloses a geomechnical model test complex structure cavern group excavating positioning device and method. The geomechnical model test complex structure cavern group excavating positioning method comprises the main steps that (1) an excavation initial point is positioned, specifically, through transverse and vertical positioning groove holes in excavation positioning plates, the position of a tool bit of an excavation device is accurately and finely adjusted, and positioning of the excavation initial point is completed; (2), the excavation orientation is positioned, specifically, through combination of a total station and software, the excavation orientation is determined, by adjusting foot screws on the excavation positioning plates, the orientation of the exaction deviceis accurately adjusted, and positioning of the excavation orientation is completed; and (3), deviation rectifying monitoring is conducted in the excavation process, specifically, after excavation positioning is completed, the position and angle of the total station are kept to be unchanged, andthe deviation of the excavation orientation is monitored in real time through a laser indicator lamp of the total station, and rectified in time. The geomechnical model test complex structure cavern group excavating positioning device and method have the following advantages that (1) the excavation positioning accuracy is high; (2) operation is easy and convenient, and disturbance to a model frame is small; and (3) the excavation orientation can be monitored in real time and rectified in time in theexcavation process.