8468results about "Underground chambers" patented technology

The invention relates to the technical field of railway tunnel construction, specifically a digging method of IV and V-class surrounding rock railway tunnel with large cross section, aiming to solve the problems of the existing railway tunnel digging method including narrow operation space, low work efficiency, inflexible construction method, instable construction progress, high deformation potential of surrounding rock, and inconvenient operation. The method comprises performing leading support, digging arc-shaped pilot tunnel and preserving core soil; staggeredly digging left/right side walls of middle sidestep and preserving core soil; staggeredly digging left/right side walls of lower sidestep and preserving core soil; sequentially digging upper, middle and lower sidesteps and preserving core soil; and digging inverted arch and carrying out preliminary support. The invention has large construction space and high work efficiency, and can perform multi-job parallel operation. When the geologic conditions are changed, the invention can be flexibly and timely converted to other construction method. Preservation of core soil and left/right staggeredly digging are helpful to the stability of the digging working face. When the surrounding rock has large deformation, the invention can adjust closure time as soon as possible under the prerequisite of assuring safety and meeting requirements of clearance cross section.

The invention discloses a quick supporting method for large-deformation roadway easy to fall, break and loosen and an apparatus thereof. The method comprises the following steps of: (1) clearing away the loose stones on the wall of the surrounding rock of the roadway; (2) hanging a reinforcing steel bar mesh along the digging outline of the roadway and initially spraying one thin concrete layer; (3) arranging an anchor rod in the drill hole of the roadway wall; (4) arranging a side-wall steel grating arch to support the surrounding rock of the side wall; (5) arranging a top-supporting steel grating arch, touching the top and supporting the upper surrounding rock; (6) clearing away the floating slag at the bottom of the roadway, arranging a steel grating arch of the inverted arch, supporting and sealing the system into a ring; (7) carrying out the cement injection construction on the anchor rod; (8) welding the exposed part of the cement injected anchor rod on the steel grating arch to form a whole structure; and (9) multi-spraying concrete or steel fiber concrete along the roadway wall. The apparatus comprises an anchor rod, a side-wall steel grating arch, a steel grating arch of top arch, a steel grating arch of inverted arch, and a concrete spray layer of reinforcing steel bar. The invention has the advantage of remarkable support effect, simple method and convenient operation and solves the problem that the bracket and the surrounding rock are not adhered tightly.

The invention discloses a carst region double-arch road tunnel construction method, which comprises the following steps; 1. carrying out construction preparation; 2. carrying out construction at channel openings; 3. adopting a three-pilot-tunnel method for constructing the channel inlet opening section, and adopting a step digging method for digging during the three-pilot-tunnel method construction; 4. adopting a middle-pilot-tunnel method for constructing the middle communication section of the channel, and adopting a full cross section method for digging during the middle-pilot-tunnel method construction; 5. adopting the three-pilot-tunnel method or the middle-pilot-tunnel method for constructing the channel outlet opening section, adopting the step digging method for digging when the middle-pilot-tunnel method is adopted for digging construction of the channel outlet opening section, and synchronously carrying out secondary lining construction from the front part to the back part in the digging construction process of the channel inlet opening section, the middle communication section of the channel and the channel outlet opening section. The invention has the advantages of reasonable design, simple and convenient construction, safe and reliable construction process, flexible construction mode, short construction period and greatly simplified construction steps, and effectively overcomes various defects during the traditional carst region double-arch road tunnel construction.

A method of recovering hydrocarbons from water-containing hydrocarbonaceous materials can include forming a constructed permeability control infrastructure. This constructed infrastructure defines a substantially encapsulated volume. A mined or separately collected water-containing hydrocarbonaceous material can be introduced into the control infrastructure to form a permeable body of hydrocarbonaceous material. The permeable body can be heated sufficient to initially remove water therefrom as a water vapor. The water vapor can be removed from the infrastructure via an outlet which can be controlled or shut off when the permeable body is sufficiently dewatered. The dewatered permeable body can be heated sufficient to remove hydrocarbons therefrom. During heating the hydrocarbonaceous material is substantially stationary as the constructed infrastructure is a fixed structure. Removed hydrocarbons can be collected for further processing, use in the process, and/or use as recovered.

The invention discloses a tunnel construction method in a fault fracture zone, which comprises the following steps: a. adopting the method of combining geophysical prospecting and drilling and combining long-distance and short-distance to ascertain the geological situation in front, and carry out advanced geological prediction; b. adopting advanced Anchor construction, pre-grouting construction of the surrounding walls of small conduits in advance, and advance support construction of grouting pipe shed and steel frame, and advance pre-support; c. Tunnel excavation and support. It provides a theoretical basis for detecting the specific location, range and water inflow of the fault fracture zone; ensures the safety of tunnel construction; on the basis of analyzing the specific location and scope of the fault fracture zone and adopting a reasonable advanced pre-support method, comprehensive and specific According to the geological conditions, choose a reasonable tunnel excavation method. It has strong applicability for the construction of expressway tunnels crossing fault fracture zones; at the same time, it has reference and reference significance for the construction of railway, municipal and water conservancy tunnels (holes) with similar geological conditions.

The invention discloses a shield construction method of digging three parallel tunnels under a trunk railway, which belongs to the field of tunnel construction technology. The construction method of the invention comprises the procedure that: the model analysis on each construction sequence and method is made by a three-dimensional finite element and the shield construction sequence is selected; to select the reinforcement project of the railway bed is selected according to the influence degree of the dynamic stress, the load-carrying structural model is adopted to calculate and decide the shield area reinforcing bars enhancement project under the dynamic load of the railway train; the construction parameters are selected according to the test results and the performance of the shield machine, the front earth pressure is reasonably set , the synchronizing mortar injection is enhanced, the forward digging speed and the axis deviation are strictly controlled, the secondary mortar injection is made, the foam or mud is filled by utilizing a pre-embedded injection hole; the strict monitoring measures to monitor the shield construction process is adopted so that the construction unit can adjust the construction parameters in time and guarantee the construction safety. The invention not only guarantees the construction quality and the construction safety of the project but also creates good economic benefit.

A liner tube is provided for repairing either a single pipe line or a main pipe line having a lateral pipe line connected thereto. The liner tube assembly includes a liner tube impregnated with a liquid material capable of curing and hardening. The liner tube includes a gasket or band positioned about the juncture of the pipe lines. The gasket or bands form a tight seal between the liner tube and the pipe line.

A method for expanding tubulars including providing an expandable tubing and a larger diameter tubing, wherein the larger diameter tubing has an expandable, tapering end portion; coupling an end portion of the expandable tubing to the expandable tapering end portion of the larger diameter tubing; running the connected tubing into a bore; and expanding the expandable tubing. Prior to the expanding of the expandable tubing, a wall thickness of the end portion of the expandable tubing coupled to the expandable tapering end portion of the larger diameter tubing is less than a wall thickness of another end portion of the expandable tubing.

The invention discloses a novel dual-mode TBM (tunnel boring machine) and a control method thereof used for the field of tunnel shield and TBM construction. Two tunneling modes can be realized by the equipment. An EPB (Earth Pressure Balance) tunnel shield mode of soft rock tunneling is utilized when an excavated surface cannot be autostable; and a TBM mode of hard rock tunneling is utilized when the excavated surface is good in autostability; and the two modes are converted easily. According to the novel dual-mode TBM and the control method thereof disclosed by the invention, the problems that the traditional earth pressure balance tunnel shield is of limited use in encountering a complex rock soil stratum, the TBM does not adapt to a soft soil stratum and the like are solved; the two tunneling modes of hard rock and soft soil are realized, the advantages of two tunnel support technologies of segment erection and hole wall support are combined; the novel mixing type TBM which is integrated with a hard rock tunneler technology and a soft soil tunnel shield technology not only has a hard rock quick tunneling function but also has an excavated surface balancing function, so that the tunnel shield technology and the TBM technology are mutually integrated, the geological adaptation range of the equipment is broadened, the single tunneling equipment has wider geological adaptability, can effectively reduce the construction risk and is simple to operate and low in cost.

The invention relates to a method for controlling caving and lane-guarding. The method is characterized in that in a working surface roadway, drilling, blasting or cracking are carried out on a roof of a coal seam of complete hard strata with large thickness of a hanging arch in a goaf; bursting or cutting off are carried out on a complete hard roof strata with large thickness to facilitate the hanging arch in the goaf to collapse at the back of a force piece; collapsed waste rock fills the goaf, supports superincumbent stratum in a fissure zone and releases high bearing stress passed into the coal body adjacent to the goaf from weight of the large-thickness complete hard strata of the hanging arch in the goaf and the superincumbent stratum in the fissure zone thereof, so that the bearing stress in the coal body adjacent to the goaf is reduced and laneways in the space are protected. The method of the invention fundamentally improves stability of surrounding rock of laneways adjacent to the goaf and increases coal mining rate of ends of thick coal seam caving coal working surface.

Disclosed is a method for retaining roadway and supporting the surrounding rock in goafs under geological condition, which is characterized by first reinforcing and retaining roadway for the first time, then constructing the exceeded roadway and finally constructing and retaining roadway for the second time. The method of the invention forms an effective supporting for the secondary retaining roadway along the goafs, thus overcoming the difficulty in supporting roadway in a condition of multi mining activities. The roadway is primarily guaranteed perfect during the mining period and the amount of shrinkage is in the allowed control range, thereby providing technical support and guarantee for smoothly realizing the Y-type ventilation of the working face with high content of methane and promoting the safety production in mine wells.

A space-dividing wall panel arrangement having a plurality of upright wall panels serially connected one with the other by an upright support post. The wall panel arrangement additionally includes an open-frame structure which allows routing of cabling therethrough to provide power and communication capabilities to a workstation defined by the wall panels, and a removable and rigid top cap which is capable of supporting various furniture-type accessories at selected locations along the longitudinal extent of the panel arrangement, and which also permits mounting of return wall panels to permit greater flexibility in configuring a workstation.

The invention relates to an ultra-large full-face rectangular pipe jacking tunneling construction method, which comprises the following steps that: a tunnel line axial line is determined, and a launching shaft and a receiving shaft are set; a pipe jacking machine is arranged on a guide rail arranged in the launching shaft to be debugged; the pipe jacking machine performs tunneling along the tunnel line axial line, and pipe joints are spliced in the launching shaft; when the pipe jacking machine reaches the receiving shaft, the pipe joints are separated from the pipe jacking machine, and the tunnel breakthrough is realized; curing slurry is injected to pipe joint peripheries through slurry injecting holes formed in the pipe joints, and soil bodies around the tunnel are reinforced; and shaft joints are cast in connecting positions of structure lined walls and the pipe joints in the positions of the receiving shaft and the launching shaft. The ultra-large full-face rectangular pipe jacking tunneling construction method has the advantages that the hole entering and exiting and non-excavation tunneling construction of the pipe jacking machine is realized; the ultra-large full-face rectangular tunneling construction is realized; and the problems in a long-face long-distance and curve tunneling process in the conventional ultra-large full-face rectangular pipe jacking tunneling construction are solved.

The present invention discloses a running sand layer and sandy gravel layer dynamic-water double-liquid high-pressure slurry-injecting water-shutoff construction method which comprises the following construction steps: drilling a hole, flushing the hole, executing double-liquid high-pressure slurry-injecting operation and sealing the hole. The running sand layer and sandy gravel layer slurry-injecting liquid adopts an ordinary portland cement (P.O.42.5) and 40''Be sodium silicate as material for preparing the slurry, according to the weight proportion of water: cement, namely the cement slurry is prepared with the water cement ratio for 0.5-1.2:1. Then the slurry-injecting liquid is prepared with the volume ratio of cement slurry: sodium silicate for 1:0.08-0.15. The sodium silicate is taken as additive for regulating the initial setting time of the slurry-injecting liquid. The cement slurry can also be doped with fly-ash with cement consumption (weight proportion) for 10%-15%. The invention executes water-insulating construction aiming at the characteristics of large pressure of the underground dynamic water and high flowing velocity in the running sand layer and sandy gravel layer, and can obtain the maximal application sphere and optimum water-shutoff effect.

The invention discloses a high ground stress soft rock stress-relief construction method which comprises the following steps: A. anchor shotcreting constructing, tagging the anchor shotcreting constructing with heading, and eliminating dangerous rock; B. cystosepiment hanging, carrying out hanging construction on polystyrene cystosepiment; C. inverted arch excavating and U shape steel spanning, lining tunnel to a ring, and carrying out re-spraying with shotcrete on clearance of steel racks; D. inverted arch backfilling, carrying out construction of a waterproof barrier layer after completing spanning of the U shape steel so as to conserve concrete; E. waterproof barrier layer constructing, carrying out waterproof barrier layer constructing when the convergence rate of tunnel is stabilized;F. secondary lining constructing, carrying out secondary lining constructing when the waterproof barrier layer constructing is completed; and G. prestress anchor line constructing, determining a holesite of an anchor line and the drilling direction through field lofting, and clearing the location of the hole site. The construction method has obvious effect for controlling large deformation of the soft rock with the high ground stress, is simple and convenient, and has the advantages of simple operation, obvious effect and relatively low cost.

The invention relates to a tunnel lining self waterproof drainage system, which comprises a surrounding rock bearing arch, a cast-in-place cement main waterproof layer, a pre-cast cement arch sheet layer and longitudinal drainage channels. Arch sheet layer construction gaps and cast-in-place cement main waterproof layer construction gaps are interlaced. The tunnel lining self waterproof drainage system is characterized in that movable drainage grooves are fixedly arranged below the pre-cast cement arch sheet layer of centralized bursting water seepage points of loose surrounding rocks, and form arch sheet drainage spaces with an inwards concave surface of the pre-cast cement arch sheet layer, the parallel drainage spaces distributed along the section of a tunnel form a movable drainage channel, the longitudinal drainage channels are communicated and are arranged on two sides of the movable drainage channel and the pavement of the tunnel, pre-embedded water guiding pipes are arranged at the centralized bursting water seepage points, a water outlet end of each pre-embedded water guiding pipe is arranged on the inwards concave surface of the pre-cast cement arch sheet layer, and pre-embedded grouting pipes are arranged outside the pre-embedded water guiding pipes. The invention completely solves stubborn problems of the tunnel on cracking, seeping, frost heaving, ponding or freezing and the like on the premise of not arranging an interlayer waterproof layer and a hidden seepage water blind pipe drainage system, and the tunnel lining self waterproof drainage system disclosed by the invention has a simple structure and is convenient to construct.

The invention relates to a method for preventing and treating large deformation and collapse of a softrock tunnel, which comprises the following steps: tunneling molding or enlarging a tunnel; primarily spraying the first layer of concrete, and hanging a side net and a top net at the first layer of concrete; arranging a constant-resistance large deformation rock bolt; multiply spraying the second layer of concrete; arranging a constant-resistance large deformation anchor cable on the top plate; digging and laying the first layer of base plate concrete; hanging a layer of backing screen on the first layer of base plate concrete, and arranging a base angle anchor rod at the base angle; laying the second layer of base plate concrete onto the grade level; setting a long-term ground pressure monitoring point, if the tunnel deforms to a certain preset valve, carrying out secondary support at the key position of the tunnel and carrying out pressurization and slip casting on surrounding rock. The invention can well ensure the stability of softrock tunnel under the condition of large deformation, in addition, the invention has the advantages of simple and practicable implement and lower cost.

The invention discloses a deep well tunnel cable anchor rigid-flexible coupling support and surrounding rock overall reinforced support method which is characterized by firstly excavating a tunnel according to the shape of cross section of the tunnel, and spraying concrete on the surface of surrounding rocks of the cross section formed by excavation; adopting a steel bar mesh and a high-strength prestressed anchor for supporting the surrounding rocks of the tunnel in time; implementing high-strength prestressed anchor cables at the center and two spandrels at the top part of the tunnel; re-spraying the concrete on the surface of the surrounding rocks of the tunnel; mounting a grouting anchor pipe on a top plate and two side surrounding rocks of the tunnel after the tunnel is excavated for 15-20d, and injecting cement slurry into fracture regions of the surrounding rocks of the tunnel; excavating a baseplate of the tunnel after the tunnel is excavated for 25-30d, mounting the grouting anchor pipe, injecting cement slurry liquid into a rock layer of the baseplate; and finally using the concrete to backfill the baseplate of the tunnel flat. The method can solve the problems of large deformation of the deep well tunnel and serious floor heave, avoid the repair work of the tunnel and have significant economic benefits.

The invention provides a construction method for the continuous mucking, lining and excavation synchrony of tunnels (caves), which comprises the following steps: the front end of a belt conveyer is positioned in an excavation work area, the belt conveyer from the excavation work area to the lining area of a steel moulding plate trolley is positioned on an inverted arch precast block (6) or hung at the top of the tunnel; the belt conveyer in front of the steel moulding plate trolley causes a conveyer (7) to be positioned at one internal side of a moulding plate trolley gantry (4) when passing through the moulding plate trolley on the basis of being positioned on the inverted arch precast block or a cast-in-situ inverted arch; a falsework (14) is arranged in front of the moulding plate trolley (2) and positioned on a track (12) which is connected in front of the self-circulation of the steel moulding plate trolley; and the belt conveyer is positioned on the inverted arch precast block or hung at the top of the tunnel from a lining operating area to a tunnel entrance after passing through the steel moulding plate trolley. The construction method can realize the continuous mucking of the belt conveyer and the synchronous lining of the moulding plate trolley along with the excavation of the tunnel in tunnel construction and cause transport equipment such as cars or the track to transport facilities and other materials needed by tunnel construction.

The invention discloses hard rock shield construction equipment which is suitable for a single stratum of soft soil, soft rock, hard rock and the like and is simultaneously suitable for a soft and hard alternate stratum and a transition stratum, particularly silt, clay, powder, sand, gravel, decayed rock stratum. In the invention, two tunneling modes can be realized: an earth pressure balance tunneling mode and an open tunneling mode. When an excavated surface has poor stability or soft soil, a sand stratum and a sand gravel stratum with high water content are excavated, the earth pressure balance tunneling mode is used for construction; and when surrounding rock of the excavated surface can be self-stabilized, the open mode is used for construction when the rock stratum has high stability, particularly, a composite cutter head is used for tunneling. The equipment has extremely strong geological adaptability, is particularly suitable for construction of a soft and hard complex stratum of a municipal metro, and also has low construction interference and is convenient to control; and the overall manufacturing cost is greatly reduced compared with a hard rock tunneling machine.

The invention relates to a method of shallow embedment and concealed excavation based on the PBA method for construction on super large cross-section of tunnel, comprising the following steps: 1. to detect the geologic cavity over the wide span tunnel structure; 2. to arrange the ground dewatering well and the tunnel horizontal well; 3. to take the horizontal channels of vertical well as the front large pipe shed on the arch part of the main body and to inject for strengthening the terrain formation; 4. to carry out the supporting arch construction on the side span of small pilot tunnel and the supporting major arch construction on the main body; 5. to excavate the soil mass of lower cross section as the extended foundation and the central partition wall; 6. to remove the bottom central partition wall section by section, construct bottom underlayer and waterproof layer, pour the reinforced concrete; 7. to remove the central partition wall of the upper part section by section and temporary steel shotcrete in the small pilot tunnel, construct the waterproof layer and concrete of the side wall and the main arch. The method of shallow embedment and concealed excavation based on the PBA method for construction on super large cross-section of tunnel has the advantages of guaranteeing the safety, quality and time limit of the construction, saving cost and enhancing work efficiency.

The invention discloses a method for performing curtain grouting construction on a tunnel by a water rich fault influence zone. The method comprises the following steps of: a, constructing a wall for grouting, namely constructing the wall for grouting in a tunnel face, wherein a gap of 2 to 5m is reserved on the wall for grouting and the tunnel face in the radial direction; b, backfilling between the wall for grouting and the tunnel face; and c, marking drilling positions and hole numbers on the wall for grouting. By combining a mode of constructing the wall for grouting on the tunnel face, and a segmentation advancing curtain grouting mode, possibility of sudden water gushing can be reduced; a construction scheme is more safe and reliable; and the method is short in construction period, and low in cost, and is particularly suitable for curtain grouting construction for preventing gushing water under tufflava geological conditions, and provides enough operation space for grouting and drilling equipment.

The invention relates to a large-diameter tube curtain support underground excavation construction super-shallow burying large-section subway station structure and a construction method, belonging to the field of tunnel and underground engineering construction. The structure and the construction method are mainly characterized in that underground excavation subway station construction can be realized under the super-shallow burying condition without affecting ground traffic and constructed structures. The structure is structurally formed in a mode that a large-diameter flange circular steel tube curtain supports are employed on the top part, fender posts are employed on sides, the large-diameter flange circular steel tube curtain supports on the top and the fender posts on the side are organically combined together through top beams so as to form primary support, and inner hole soil bodies are excavated and secondary structures are cast based on the primary support. Compared with the conventional shallow-burying underground excavation engineering method, the structure and the construction method can remarkably reduce station burying depth, lower the engineering cost and realize underground excavated three-layer or multi-layer underground structures; in addition, the top part of a subway station constructed by using the conventional shallow-burying underground excavation engineering method is generally in an arch structure, the spatial utilization rate is low, however, the construction method breaks through the limit, stations constructed by using the method are all in rectangular cross sections, and the top part of the constructed subway station is in a horizontal plane, so that the spatial utilization rate is greatly improved.

The invention relates to an underground (underwater) building waterproof device, and in particular to a vertical water-stop structure for a concrete engineering expansion joint as well as a manufacturing and construction methods for the same. The vertical water-stop structure comprises a deformation sheet and channel steel, and is characterized in that the deformation sheet is longitudinally arranged, one half is pre-buried in first-stage concrete, the other half is bulged out of a concrete section and externally arranged in a rectangular channel steel opening, and the channel steel is provided with a fixing element and filled with maltha; the surface of the channel steel opening and the section of the first-stage concrete are provided with asphalt felts at the both sides of the deformation sheet, the exposed fixing element is detached after asphalt is cooled, and then second-stage concrete is arranged. According to the vertical water-stop structure disclosed by the invention, the problem of water seepage of a water conservancy project due to the differential settlement or diastrophism of a stratum can be solved, and moreover, labour can be saved and construction period can be shortened.

The invention provides a bidirectional punching method for underground excavation of a subway station. A light-section five-layer channel is arranged at the middle part of the station and runs through the station horizontally; the excavation is carried out from the middle part to the two sides of the station; and with adopting of a layering excavation mode and a crossed and segmented excavation mode as well as necessary preliminary bracing construction measures, the variation, caused by large-area multi-direction excavation, of surrounding rock stress around pilot tunnels can be distributed reasonably, the influences of surrounding soil bodies on the excavation among the different pilot tunnels are alleviated, a multi-cavity effect is prevented, and the top arch settling and lateral convergence and deformation in preliminary bracing of the pilot tunnels are alleviated so as to ensure that the preliminary bracing deformation of the pilot tunnels can meet design specification requirements; and meanwhile, the pilot tunnels can be excavated in advance at the middle part of the station, and can be excavated synchronously with the symmetrical excavation of air ducts toward the station direction, so that the integral preliminary bracing construction period of the station can be shortened by half, and comprehensive economic and social benefits are obvious.

The invention discloses a ground fissure tunnel asphalt concrete composite lining, wherein an initial lining, an asphalt concrete composite lining and an inside lining are sequentially arranged in an influence interval of a ground fissure from a surrounding rock soil body to a tunnel axial center, deformation joints A are arranged on the inside lining at intervals along a tunnel axis, injected holes are reserved at the bottom of the inside lining at both sides of the deformation joints A, and a displacement monitor is installed at the outer side of the asphalt concrete composite lining. The invention also discloses a supporting method of the ground fissure tunnel asphalt concrete composite lining, and an asphalt concrete pouring material is prepared by mixing modified asphalt after hot melting with sand and stones by adopting a stepped excavation and mining construction method; an asphalt mastic material is filled in the deformation joints A to flexibly connect the two adjacent segments of inside linings and carry out waterproof processing and the like for construction joints at the section of the inside lining. The composite lining has simple structure, convenient construction, safety and reliability and is suitable for being used in ground fissure active regions or meizoseismal regions.

The invention relates to a strengthening and reinforcing method of a high-ground-pressure soft rock laneway by hierarchical grouting. Aiming at the deformation damage and crack distribution rules of laneway wall rock of high-ground-pressure soft rock, a hierarchical grouting mode for a shallow layer and a deep layer is adopted to hierarchically and emphatically strengthen and reinforce the shallow layer and the deep layer by grouting. The method comprises the following steps of: firstly, carrying out shallow-hole low-pressure grouting to a laneway shallow-layer gap development zone and then carrying out deep-hole high-pressure grouting to deep rock bodies; constructing shallow-hole grouting with small grouting pressure so that grout is scarcely diffused into the deep part, and grouting passages, such as a deep gap of the deep part and the like, are well preserved without blockage; and adopting a double-component chemical grout malisan with easy dispersion and strong permeability in constructing deep-hole grouting to realize deep high-pressure grouting on the basis of a formed grout-stopping shielding shell formed by former-period shallow-hole grouting so that the distribution compactness and the dispersion evenness of the grout in the deep grouting are improved, and the strengthening effect of the deep grouting on the wall rock is effectively improved. The method is simple and easy to implement.

A method of recovering hydrocarbons from hydrocarbonaceous materials can include forming a stationary permeability control infrastructure. This constructed infrastructure defines a substantially encapsulated volume. A comminuted hydrocarbonaceous material can be introduced into the control infrastructure to form a permeable body of hydrocarbonaceous material. The permeable body can be heated sufficient to remove hydrocarbons therefrom within a temperature range which is sufficient to substantially avoid formation of carbon dioxide or non-hydrocarbon leachates. During heating the hydrocarbonaceous material is substantially stationary as the constructed infrastructure is a fixed structure. Removed hydrocarbons can be collected for further processing, use in the process, and/or use as recovered.

The invention relates to the field of tunnel engineering construction, in particular to a control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections. According to the control method, problems in the existing methods that managing circle is long, reinforcing range and effect are bad, secondary geological disasters are triggered easily because of deformation and cracking of exceeding clearance limit of preliminary bracing and the like are solved. The method includes the following steps: searching and analyzing factors leading to collapse and disaster degree, stabilizing exposed face of an accumulation body and dewatering and decompressing deep parts, strengthening supporting intensity in the collapse sections and influencing areas, outburst prevention filling and strengthening the collapse accumulation body, grouting reinforcing asymmetrical peripheral curtains, confirming an excavating method in grouting reinforcing collapse sections and primary supporting patterns, replenishing grouting in parts, excavating inverted arches, and constructing second liners. The control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections has the advantages that collapse disposing construction period of water-rich very-broken surrounding rock tunnels is shortened, reinforcing range and intensity of the surrounding rocks are guaranteed, grouting reinforcement is fully conducted on the surrounding rocks in direct collapse areas, deformation in the preliminary bracing is relieved, occurrence of the exceeding clearance limit and the secondary geological disasters is avoided, disposing quality of collapse accidents is improved effectively, and good social benefit and economical benefit are created.

The invention discloses a large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method, which comprises the steps as follows: (1) annularly excavating an upper step of an upper part arc pilot tunnel, transferring excavated earthwork of the upper step to a lower step; (2) excavating a left part of a middle step about 4.5-5 meters behind the upper step, and transferring excavated earthwork to the lower step; (3) excavating a right part of the middle step about 3-4 meters behind the left part of the middle step, and transferring excavated earthwork to the lower step;(4) excavating a left part of the lower step about 6-8 meters behind the left part of the middle step or about 3-4 meters behind the right part of the middle step, and conveying excavated earthwork of the left part of the lower step out of the tunnel; (5) excavating a right part of the lower step about 3-4 meters behind the left part of the lower step, and conveying excavated earthwork of the lower step out of the tunnel; and (6) excavating the rest part of the tunnel bottom about 20-25 meters behind the right part of the lower step, excavating continuously according to the steps in a circulating and interlacing manner, and finally realizing tunnel excavating construction. The method can be used for building a large cross-section tunnel in a safe, rapid and economic manner.