CN112459807A - Tunnel soft rock large-deformation support reinforcing device and method - Google Patents
Tunnel soft rock large-deformation support reinforcing device and method Download PDFInfo
- Publication number
- CN112459807A CN112459807A CN202011461639.1A CN202011461639A CN112459807A CN 112459807 A CN112459807 A CN 112459807A CN 202011461639 A CN202011461639 A CN 202011461639A CN 112459807 A CN112459807 A CN 112459807A
- Authority
- CN
- China
- Prior art keywords
- arch
- steel
- tunnel
- anchor
- steel arch
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 239000011435 rock Substances 0.000 title claims abstract description 54
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 35
- 238000000034 method Methods 0.000 title claims abstract description 17
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 292
- 239000010959 steel Substances 0.000 claims abstract description 292
- 238000004873 anchoring Methods 0.000 claims abstract description 43
- 238000010276 construction Methods 0.000 claims abstract description 28
- 239000002689 soil Substances 0.000 claims abstract description 27
- 238000012544 monitoring process Methods 0.000 claims abstract description 24
- 238000009412 basement excavation Methods 0.000 claims abstract description 22
- 238000003466 welding Methods 0.000 claims description 23
- 238000006073 displacement reaction Methods 0.000 claims description 8
- 238000012806 monitoring device Methods 0.000 claims description 4
- 238000003825 pressing Methods 0.000 claims description 4
- 238000005259 measurement Methods 0.000 claims 1
- 230000002787 reinforcement Effects 0.000 description 8
- 238000009434 installation Methods 0.000 description 3
- 239000011083 cement mortar Substances 0.000 description 2
- 206010057175 Mass conditions Diseases 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/02—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection having means for indicating tension
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
- E21F17/185—Rock-pressure control devices with or without alarm devices; Alarm devices in case of roof subsidence
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A tunnel soft rock large-deformation support reinforcing device and method belong to the technical field of tunnel construction. The tunnel soft rock large-deformation support reinforcing device comprises four parts: the arch center transverse connecting device (1), the arch foot anchoring device (2), the steel arch center (3) and the monitoring controller (4); the construction process comprises the following steps: excavating a guide pit on two sides, installing an arch foot anchoring device (2), installing and reinforcing a steel arch frame (3) and other subsequent work. The steel arch frames (3) are installed in sections, and the side wall steel arch frames (3.1) are installed after soil bodies of the areas A at two corresponding sides in the tunnel are excavated step by step; and after the excavation of the top area B is finished, arch crown steel arch frames (3.3) are installed, and after the excavation of the bottom area C corresponding to the middle part is finished, inverted arch steel arch frames (3.2) are installed, wherein all connections are welded.
Description
Technical Field
The invention relates to a device and a method for reinforcing a soft rock large-deformation support of a tunnel, which are suitable for construction of highway tunnels, railway tunnels and other tunnels in a weak surrounding rock area and belong to the technical field of tunnel construction.
Background
The weak surrounding rock is the surrounding rock which has weak rock quality, low bearing capacity, severe rock weathering and crushing. The weak surrounding rock has the characteristics of low strength, poor stability, long deformation continuous time, short self-stabilization time and easy collapse.
Road tunnels and railway tunnels are often built in mountain areas, the rock mass condition of the tunnels passing through the mountain areas is difficult to determine, and when weak surrounding rocks are encountered, mechanical excavation or blasting in tunnel construction slightly disturbs the rock mass and can face the danger of collapse. The phenomena of large deformation and collapse can be encountered in the construction of the tunnel in the weak surrounding rock area, so that the primary support structure of the tunnel is subjected to large deformation and even damage.
The weak surrounding rock is easy to soften when meeting water, the soil body is compact, the construction difficulty for reinforcing the weak surrounding rock by adopting a grouting reinforcement mode is higher, the engineering cost is higher, and the construction mode for reinforcing the weak surrounding rock by grouting is not suitable for reinforcement and excavation of the weak surrounding rock.
The tunnel in the weak surrounding rock area is excavated and supported by the arch centering to generate larger deformation such as settlement and convergence, and the main reason is that the arch springing part lacks enough strength or the rigidity of the arch centering is insufficient, so that the anchoring treatment is carried out on the arch springing part or the integral rigidity of the arch centering is enhanced, and the tunnel is an effective way for reducing the problem of large deformation of the tunnel.
Disclosure of Invention
The invention relates to a tunnel soft rock large-deformation support reinforcing device and method. The method has the advantages that the construction process is simple, convenient and fast, the weak rock mass around the tunnel can be effectively supported, the stability support of the tunnel surrounding rock is dynamically monitored in real time, the unstable area is found in time, and the personnel safety in the tunnel excavation process is ensured.
The tunnel soft rock large-deformation support reinforcing device comprises four parts: the arch center transverse connecting device (1), the arch foot anchoring device (2), the steel arch center (3) and the monitoring controller (4);
the steel arch (3) is divided into a side wall steel arch (3.1), an inverted arch steel arch (3.2), an arch crown steel arch (3.3) and an arch waist steel arch (3.4); the bottom of the tunnel is supported and reinforced by a plurality of inverted arch steel arch frames (3.2) along the axis direction of the tunnel, the lower parts of two sides of the tunnel are supported and reinforced by a plurality of side wall steel arch frames (3.1) along the axis direction of the tunnel, and the upper parts of two sides of the tunnel are supported and reinforced by a plurality of arch waist steel arch frames (3.4) along the axis direction of the tunnel; the top of the tunnel is supported and reinforced by a plurality of arch crown steel arch frames (3.3) arranged along the axial direction of the tunnel;
the side wall steel arch centering (3.1) arrangement, the inverted arch steel arch centering (3.2) arrangement, the vault steel arch centering (3.3) arrangement and the arch waist steel arch centering (3.4) arrangement are fixedly connected by adopting an arch centering transverse connection device (1) respectively; namely, side wall steel arches (3.1), inverted arch steel arches (3.2), arch top steel arches (3.3) and arch waist steel arches (3.4) in the steel arch (3) are all arranged in parallel along the axis direction of the tunnel, and the side wall steel arches (3.1), the inverted arch steel arches (3.2), the arch top steel arches (3.3) or the arch waist steel arches (3.4) which are arranged in a row are all fixedly connected by an arch transverse connecting device (1);
the end parts of the side wall steel arch frames (3.1) and the arch waist steel arch frames (3.4) are connected in a welding mode in the circumferential direction of the tunnel, and the end parts of the arch crown steel arch frames (3.3) are connected with the arch waist steel arch frames (3.4) in a welding mode; the side wall steel arch (3.1) and the inverted arch steel arch (3.2) are fixedly connected by adopting an arch foot anchoring device (2);
the arch springing anchoring device (2) comprises H-shaped steel (2.1), a base plate (2.2) and an anchoring pile (2.3); the length direction of the H-shaped steel (2.1) is along the axial direction of the tunnel; the lower ends of the anchor piles (2.3) are obliquely driven into soil, a plurality of anchor piles (2.3) are arranged along the axial direction of the tunnel along the length direction of the long strip plate-shaped base plate (2.2), and the long strip plate-shaped base plate (2.2) is fixedly welded on the upper end surface of the anchor pile (2.3); h-shaped steel (2.1) along with the length trend of the long strip-shaped plate-shaped base plate (2.2) is fixedly welded on the long strip-shaped plate-shaped base plate (2.2), a lower end notch of the H-shaped steel (2.1) is welded with the base plate (2.2), the lower end part of each side wall steel arch (3.1) is inserted into an upper end groove of the H-shaped steel (2.1) for fixed welding, and the lower end parts of arch groups consisting of a plurality of side wall steel arches (3.1) are fixedly welded in the upper end grooves of the H-shaped steel (2.1); the outer part of a flange plate at one side of the H-shaped steel (2.1) is fixedly welded with the end face of one end of the inverted arch steel arch (3.2), and the end part of one end of an arch group consisting of a plurality of inverted arch steel arches (3.2) is fixedly welded with the outer part of a flange plate at one side of the H-shaped steel (2.1); the transverse arch frame connecting device (1) is of a single-connecting-rod structure, and the length direction of the single-connecting-rod structure is used for firmly connecting a plurality of side wall steel arch frames (3.1), inverted arch steel arch frames (3.2), arch top steel arch frames (3.3) or arch waist steel arch frames (3.4) together side by side along the axis direction of a tunnel to form an integral rigid structure; the arch center transverse connecting device (1) comprises a strip-shaped channel steel (1.1), an anchorage device (1.2) and an anchor rod (1.3);
the channel steel (1.1) adopts channel steel with proper type according to the soft degree and the section size of surrounding rock; the anchor (1.2) is a clip anchor, and a proper model is selected according to the requirement of applying pressure, is used at the end part of the anchor rod (1.3) and is used for applying pressure to the channel steel (1.1) by the anchor (1.2); the anchor rod (1.3) adopts proper type and length according to engineering design files, is obliquely driven into a soil body during anchoring, exerts certain pretension force and is anchored by the anchor device (1.2). Applying pressure to the channel steel (1.1) through an anchorage device (1.2) to restrain the deformation of the channel steel (1.1) and the steel arch frame (3);
the channel steel (1.1) is a main body of the arch frame transverse connecting device (1), the length direction of the channel steel (1.1) is consistent with the axial direction of a tunnel, a bayonet (1.1.1) is arranged at the position where a notch of the channel steel (1.1) is correspondingly connected with the steel arch frame (3), the size of the bayonet (1.1.1) is set to be a proper size according to the model of the steel arch frame (3), and the side surface of the steel arch frame (3) is embedded into the bayonet (1.1.1) and is welded and fixed, so that the deformation and displacement of the steel arch frame (3) are restrained;
the bottom surface of the channel steel (1.1) groove is provided with anchor holes (1.1.2) at proper positions at intervals according to designed arch center spacing, the anchor holes (1.1.2) are formed into proper shapes and sizes according to the diameter of the anchor rod (1.3) and the size of the anchor (1.2), the anchor rod (1.3) penetrates through the anchor holes (1.1.2) during construction and is matched with the anchor (1.2) to stretch into soil to be constructed, and the channel steel (1.1) is fixed with the soil.
The monitoring controller (4) comprises an arch center stress monitor (4.1), an anchor rod stress monitor (4.2) and an early warning device (4.3); the arch stress monitor (4.1) is arranged on the channel steel (1.1); the anchor rod stress monitor (4.2) is arranged between the anchor (1.2) and the channel steel (1.1); the frame stress monitor (4.1) and the anchor rod stress monitor (4.2) are respectively in circuit connection or signal connection with the early warning device (4.3).
The arch springing anchoring device (2) is characterized in that anchoring piles (2.3) are driven into two sides of an arch springing and are pinned by backing plates (2.2), and comprises an anchorage device H-shaped steel (2.1), the backing plates (2.2) and the anchoring piles (2.3); the steel arch center is mainly anchored at the arch springing position of the steel arch center (3), and the arch springing positions of the steel arch center (3) are connected into a whole to bear force together. Meanwhile, the steel arch support has the function of strengthening the restraint strength of the arch foot and limits the settlement and displacement of the steel arch support (3).
H-shaped steel (2.1) is used as an anchoring plate, a proper size is selected according to the type of the steel arch (3), the side wall steel arch (3.1) is ensured to be placed in the groove of the H-shaped steel (2.1), and the cross section (3.2) of the inverted arch steel arch is completely contacted with the flange plate of the H-shaped steel (2.1). The H-shaped steel (2.1) is connected with the steel arch (3) in a welding mode and is used for connecting the arch springing of the whole steel arch (3) into a whole.
Backing plate (2.2) adopt the steel sheet of certain thickness, are fixed in the suitable position of H word steel (2.1), and the lower part is connected with anchor pile (2.3), and backing plate (2.2) all adopt the welding with being connected of H word steel (2.1) and anchor pile (2.3) for the corresponding position between anchor H word steel (2.1) and anchor pile (2.3).
The anchor piles (2.3) are steel pipe piles, the tops of the anchor piles are welded with the backing plates (2.2), the anchor piles and the vertical direction are obliquely embedded into the soil body at a certain inclination angle, and the anchor piles and the soil body interact to generate huge friction force, so that the settlement and displacement of the whole steel arch frame (3) are prevented.
The monitoring controller (4) mainly functions as follows: the deformation of the steel arch frame (3) is monitored by monitoring the deformation and the stress of the channel steel (1.1), and the deformation is controlled by a reinforcing measure; the tension of the anchor rod (1.3) is monitored by monitoring the pressure between the anchor (1.2) and the channel steel (1.1). When the steel arch (3) deforms or the tension of the anchor rod (1.3) exceeds an early warning value, early warning is timely carried out to remind workers of reinforcing a dangerous area.
Arch stress monitor (4.1) is installed on channel-section steel (1.1), and an arch stress monitor (4.1) is installed to anchor bolt (1.3) of interval certain quantity for the stress that steel arch (3) were applyed on channel-section steel (1.1) is monitored, also can reach the deformation condition of monitoring steel arch (3) and channel-section steel (1.1) simultaneously. And timely early warning and reinforcing the position with larger deformation.
Anchor rod stress monitor (4.2) is installed between anchor device (1.2) and channel-section steel (1.1), through the pressure that detects between channel-section steel (1.1) and anchor device (1.2), realizes measuring the control of anchor rod stress.
The early warning device (4.3) is in wired or wireless connection with the arch stress monitor (4.1) and the anchor rod stress monitor (4.2) through a lead, and when the stress values detected by the arch stress monitor (4.1) and the anchor rod stress monitor (4.2) exceed the early warning values, the early warning device (4.3) generates an alarm to remind that the dangerous area is reinforced.
According to the invention, the stress arch stress monitoring device (4.1) and the anchor rod stress monitoring device (4.1) are respectively arranged on the channel steel (1.1) and the anchor rod (1.3), the stress borne by the anchor rod is collected and monitored in real time through the early warning system, the early warning is carried out on the risk area in time, and the reliable technical guarantee is provided for the safe construction of the tunnel.
The method is suitable for various excavation methods of the tunnel in the weak surrounding rock area. The invention only uses the double-side wall pit guiding method and combines the concrete content of the invention to describe the application of the invention in tunnel construction.
The invention divides the excavation section into 4 parts and excavates in 4 steps. The construction process comprises the following steps: excavating a guide pit on two sides, installing an arch foot anchoring device (2), installing and reinforcing a steel arch frame (3) and other subsequent work. The steel arch centering (3) is installed in sections, and the side wall steel arch centering (3.1) and the arch waist steel arch centering (3.4) are respectively installed after soil bodies in areas A1 and A2 on two corresponding sides in the tunnel are excavated; and after the excavation of the top area B is finished, arch crown steel arch frames (3.3) are installed, and after the excavation of the bottom area C corresponding to the middle part is finished, inverted arch steel arch frames (3.2) are installed, wherein all connections are welded.
The transverse arch frame connecting device (1) is suitable for reinforcing and connecting steel arch frames (3) at various positions such as vault, arch waist, side wall and inverted arch. For the areas of soft rock mass and easy generation of large deformation of the arch steel arch (3.3) and the inverted arch steel arch (3.2), multiple reinforcement can be properly carried out by adopting the transverse arch connecting device (1). And the surrounding rock area with large deformation after construction can still be reinforced for the second time by adopting the arch frame transverse connecting device (1).
Advantageous effects
The invention has the beneficial effects that:
(1) the steel arch (3) of the tunnel in the soft surrounding rock area can be effectively reinforced by the arch transverse connecting device (1), and the normal construction of the tunnel is guaranteed.
(2) The arch springing anchoring device (2) adopts the anchoring pile (2.3), and the settlement and the displacement of the arch springing of the steel arch centering (3) are effectively restricted through the friction between the anchoring pile (2.3) and the soil body. The arch springing of the steel arch frame (3) is connected into a whole by utilizing the H-shaped steel (2.1), so that the rigidity of the steel arch frame (3) is improved, and the integral stress performance of the supporting structure is improved.
(3) And the monitoring controller (4) carries out real-time monitoring and early warning on the deformation of the weak surrounding rock of the tunnel. The deformation and the stress of the channel steel (1.1) are monitored by an arch stress monitor (4.1), so that the deformation of the steel arch (3) is monitored; the pressure between the anchor (1.2) and the channel steel (1.1) is monitored through the anchor rod stress monitor (4.2), and the pressure of the anchor rod (1.3) is monitored. When the steel arch (3) deforms or the tension of the anchor rod (1.3) exceeds an early warning value, early warning is timely given to remind that the dangerous area is reinforced.
Drawings
FIG. 1 is a schematic view of the integral reinforcement of a steel arch;
FIG. 2 is a schematic view of the overall reinforcement of a tunnel section;
FIG. 3 is a schematic view of a transverse arch reinforcement device;
FIG. 4 is a schematic view of an arch bayonet connection;
FIG. 5 is a schematic view of the arch anchoring zone connection;
FIG. 6 is a channel bayonet schematic;
FIG. 7 is a schematic view of a channel anchor eye;
FIG. 8 is a schematic view of a rib reinforcement;
FIG. 9 is a schematic view of a monitoring controller;
fig. 10 is a schematic diagram of excavation by a tunnel double-side-wall pit guiding method.
The attached drawings are marked as follows:
1. an arch frame transverse connecting device; 2. an arch foot anchoring device; 3. a steel arch frame; 4. and monitoring the controller.
The arch transverse connection device (1) comprises: 1.1, channel steel; 1.2, an anchorage device; 1.3, anchor rod.
The arch foot anchoring device (2) comprises: 2.1, H-shaped steel; 2.2, a base plate; 2.3, anchoring piles.
The steel arch (3) comprises: 3.1, side wall steel arch centering; 3.2, an inverted arch steel arch, 3.3, an arch crown steel arch, 3.4 and a bow waist steel arch.
The monitoring controller (4) includes: 4.1 arch stress monitor; 4.2 anchor rod stress monitor; 4.3 early warning device.
The channel steel (1.1) is provided with: 1.1.1, bayonet 1.1.2 and anchor hole.
The tunnel sections A1, A2 and B, C are all four different excavation areas.
Detailed Description
The method can ensure that the tunnel passes through the soft surrounding rock area for normal construction, reduce the deformation and displacement of the tunnel steel arch (3) in the soft surrounding rock area, and provide a more stable supporting mode for the tunnel construction in the soft surrounding rock area. According to the invention, the monitoring controller (4) is installed, and the corresponding early warning system (4.3) is adopted, so that when the weak surrounding rock of the tunnel is unstable and the steel arch frame (3) is greatly deformed, the early warning system (4.3) gives an alarm in time to remind workers of reinforcing the surrounding rock. Embodiments of the invention will be described below in connection with the main inventive content of the apparatus. Since the construction process of each cycle of tunnel excavation is the same, the first construction cycle is used to describe a specific implementation mode.
And when the surrounding rock in front of the tunnel face of the tunnel is detected to be weak surrounding rock through advanced geological forecast during tunnel construction, stopping construction. According to the geological condition detected by advanced prediction and the scale of the construction tunnel, the proper device specification of the invention is selected. The main selected items include: the anchor pile is characterized by comprising a channel steel (1.1) with a proper size, a proper anchor rod (1.3) type and length, a clip anchor (1.2) specification, an H-shaped steel (2.1) size, a backing plate (2.2) size and an anchor pile (2.3) diameter and length. Meanwhile, the angles of the anchor rods (1.3) and the anchor piles (2.3) should be reasonably designed.
1. Double-sided pilot tunnel excavation
Firstly, excavating guide pits of an A1 area and an A2 area on the left side and the right side respectively, and excavating step by staggering a certain distance from front to back. During excavation, the height of the pilot tunnel excavation region at two sides of the tunnel should not exceed the arch height (h), and the appropriate circulating excavation length L is selected according to the surrounding rock condition and the size of the section of the tunnel.
2. Installation of arch foot anchoring device (2)
The anchoring pile (2.3) adopts a steel pipe pile, and is embedded into the soil body to generate enough friction force with the soil body. And when the soil body in the area A is respectively excavated to proper positions, lofting can be carried out on the anchoring piles (2.3), and the positions of the anchoring piles (2.3) are marked.
Embedding the anchor piles (2.3) into the soil body by using a proper piling machine according to the angle designed for the anchor piles (2.3). For anchor piles (2.3) with large depth to be embedded in sections, enough welding strength must be ensured among the sections.
After the anchor pile (2.3) is embedded to a proper depth (determined by calculation), a backing plate (2.2) is welded on the top of the anchor pile (2.3), then the anchor pile (2.3) is completely embedded into the soil body by continuously utilizing machinery, and the backing plate (2.2) is controlled to a proper horizontal position so as to keep the arch springing on the same horizontal line.
After the anchoring piles (2.3) with proper quantity are installed, the H-shaped steel (2.1) is placed on the backing plate (2.2), and the H-shaped steel (2.1) and the backing plate (2.2) are connected in a welding mode. The residual anchor piles (2.1), the backing plates (2.2) and the H-shaped steel (2.1) are installed in a circulating mode, the H-shaped steel (2.1) must be connected in a welding mode, and sufficient welding strength must be possessed.
3. Mounting and reinforcing of steel arch (3)
The first step is as follows: and after the arch springing anchoring device (2) is installed, installing a side wall steel arch frame (3.1). When the side wall steel arch (3.1) is installed, the bottom of the side wall steel arch (3.1) is installed in the groove of the H-shaped steel (2.1), and the horizontal pressure of the side wall steel arch (3.1) from surrounding rocks can be resisted under the restraint of the flange plate of the H-shaped steel (2.1). The side wall steel arch frame (3.1) is connected with the web plate of the H-shaped steel (2.1) in a welding mode, and the welding firmness is ensured during connection.
The second step is that: after the side wall steel arches (3.1) are installed in a certain number, the bayonets (1.1.1) of the channel steel (1.1) are clamped on the side wall steel arches (3.1) through mechanical matching. The size and the position of the bayonet (1.1.1) of the channel steel (1.1) are required to be matched with the steel arch (3). After a bayonet (1.1.1) of the channel steel (1.1) corresponds to a side wall steel arch (3.1), the side wall steel arch (3.1) at the bayonet (1.1.1) is welded with the bayonet (1.1.1) of the channel steel (1.1), on one hand, the position of the channel steel (1.1) on the side wall steel arch (3.1) is required to be fixed, and meanwhile, the connection strength of the channel steel (1.1) and the steel arch (3) is also ensured.
The third step: after the channel steel (1.1) is fixed, stress is timely applied to the anchor rod (1.3) to anchor the structure. The steel bar passes through an anchor hole (1.1.2) of the channel steel (1.1), a certain angle alpha is set to drill a hole on the tunnel surrounding rock, an anchor rod (1.3) is inserted into the tunnel surrounding rock through the anchor hole (1.1.2), and cement mortar is used for filling the hole. After the application of the anchor rod (1.3) is finished, and cement mortar reaches a certain strength, the channel steel (1.1) is tightly anchored by using the anchor (1.2), and a certain pretension force is applied to the anchor rod (1.2). An arch stress monitor (4.1) is applied to a proper position on the channel steel (1.1) and is connected to an early warning system (4.3) by using a lead. When the pressure of the weak rock mass on the steel arch (3) is increased, the deformation of the channel steel (1.1) is increased. When the channel steel (1.1) deforms to a certain degree, the arch stress monitor (4.1) triggers the early warning system (4.3) to remind a user of reinforcing the deformation area in time.
The steel arch (3.4) of the arch waist and the transverse reinforcement device (1) of the steel arch are installed in the same way.
The fourth step: after the side wall completes one cycle of steel arch (3.1) installation, excavating the soil body in the area B. When the soil body of the area B is excavated, when the soil body on the upper side is excavated to a proper distance, the arch waist steel arch center (3.4) is installed in a mechanical matching way. When the arch waist steel arch (3.4) is installed, the arch is lifted and fixed to a preset position by using relevant machinery, the connection between the side wall steel arch (3.1) and the arch waist steel arch (3.4) is completed at a joint in a welding mode, and the welding strength is ensured. After connection, the arch center transverse connecting device (1) is used for connecting and anchoring the arch waist steel arch center (3.4) in the same way. And the installation of the arch steel arch frames (3.4) is completed in sequence along with the excavation of the soil body in the area B.
The fifth step: and installing a certain number of steel arch frames (3.4) to be arched, and installing the arch top steel arch frames (3.3) in a mechanical matching way. The joints at the two sides are connected by adopting a welding mode to finish the connection of the arch crown steel arch frame (3.3) and the arch waist steel arch frame (3.4), and the welding strength is ensured. After connection, the arch top steel arch (3.3) is connected and anchored by the arch top transverse connecting device (1) according to the same mode.
And a sixth step: and after the primary circulating side wall steel arch (3.1), the arch waist steel arch (3.4) and the vault steel arch (3.3) are installed, excavating the soil body in the tunnel C area. After the soil body in the C area is excavated to a proper length, the inverted arch steel arch frame (3.2) can be installed. Two sides of the inverted arch steel arch frame (3.2) are connected with flange plates of H-shaped steel (3.1), two sides of the inverted arch steel arch frame (3.2) are connected with the rigid hinges (2) in a welding mode, and welding strength is guaranteed during connection.
The seventh step: when a certain number of inverted arch steel arches (3.2) are installed, the transverse arch steel arch reinforcing devices (1) are installed in a mechanical matching mode, and the inverted arch steel arches (3.2) are connected and anchored in the same mode.
The distance between the arch frame transverse reinforcing devices (1) at the welding part between the steel arch frames (3) is properly reduced.
The construction sequence is arranged as follows: and after the third step of installing and reinforcing the steel arch frame (3) of the previous cycle is finished, the double-side-wall pilot tunnel excavation of the next cycle can be carried out.
The invention can connect the steel arch frames (3) of the weak surrounding rock tunnel, enhance the integral rigidity and deformation resistance and ensure the safety of tunnel construction. The transverse arch connecting device (1) is connected with the steel arch (3) to form a whole body to bear force, so that the capacity of the steel arch (3) for resisting external force is effectively improved. The arch springing anchoring device (2) strengthens the restraint strength of the arch springing position of the steel arch frame (3) and controls the settlement and displacement of the steel arch frame (3) sufficiently. Monitoring controller (4) can realize the tensile real time monitoring of weak country rock deformation and stock (1.3) to the tunnel in the work progress, and weak country rock strength reduces and is about to take place to cave in when tunnel construction, arouses the deformation of channel-section steel (1.1), and monitoring controller (4) can realize the risk forecast, reminds in time to consolidate the danger area, prevents unexpected emergence.
The present invention includes, but is not limited to, the above.
Claims (9)
1. Tunnel soft rock is deformed greatly and is strutted reinforcing apparatus, its characterized in that includes four parts: the arch center transverse connecting device (1), the arch foot anchoring device (2), the steel arch center (3) and the monitoring controller (4);
the steel arch (3) is divided into a side wall steel arch (3.1), an inverted arch steel arch (3.2), an arch crown steel arch (3.3) and an arch waist steel arch (3.4); the bottom of the tunnel is supported and reinforced by a plurality of inverted arch steel arch frames (3.2) along the length direction of the tunnel, the lower parts of two sides of the tunnel are supported and reinforced by a plurality of side wall steel arch frames (3.1) along the length direction of the tunnel, and the upper parts of two sides of the tunnel are supported and reinforced by a plurality of arch waist steel arch frames (3.4) along the length direction of the tunnel; the top of the tunnel is supported and reinforced by arranging arch crown steel arch frames (3.3) along the length direction of the tunnel;
the side wall steel arch centering (3.1) arrangement, the inverted arch steel arch centering (3.2) arrangement, the vault steel arch centering (3.3) arrangement and the arch waist steel arch centering (3.4) arrangement are fixedly connected by adopting an arch centering transverse connection device (1) respectively; namely, side wall steel arches (3.1), inverted arch steel arches (3.2), arch top steel arches (3.3) and arch waist steel arches (3.4) in the steel arch (3) are all arranged in parallel along the length direction of the tunnel, and the side wall steel arches (3.1), the inverted arch steel arches (3.2), the arch top steel arches (3.3) or the arch waist steel arches (3.4) which are arranged in a row are all fixedly connected by an arch transverse connecting device (1);
the end parts of the side wall steel arch frames (3.1) and the arch waist steel arch frames (3.4) are connected in a welding mode along the circumferential direction of the tunnel, and the end parts of the arch crown steel arch frames (3.3) are connected with the arch waist steel arch frames (3.4) in a welding mode; the side wall steel arch (3.1) and the inverted arch steel arch (3.2) are fixedly connected by adopting an arch foot anchoring device (2);
the arch springing anchoring device (2) comprises H-shaped steel (2.1), a base plate (2.2) and an anchoring pile (2.3); the length direction of the H-shaped steel (2.1) is along the length direction of the tunnel; the lower ends of the anchor piles (2.3) are obliquely inserted into soil, a plurality of anchor piles (2.3) are arranged along the length direction of the tunnel along the length direction of the long strip plate-shaped base plate (2.2), and the long strip plate-shaped base plate (2.2) is fixedly welded on the upper end face of the anchor pile (2.3); h-shaped steel (2.1) along with the length trend of the long strip-shaped plate-shaped base plate (2.2) is fixedly welded on the long strip-shaped plate-shaped base plate (2.2), a lower end notch of the H-shaped steel (2.1) is welded with the base plate (2.2), the lower end part of each side wall steel arch (3.1) is inserted into an upper end groove of the H-shaped steel (2.1) for fixed welding, and the lower end parts of the arrangement formed by the side wall steel arches (3.1) are fixedly welded in the upper end groove of the H-shaped steel (2.1); the outer part of a flange plate at one side of the H-shaped steel (2.1) is fixedly welded with the end face of one end of the inverted arch steel arch frame (3.2), and the end part of one end of the arrangement consisting of a plurality of inverted arch steel arch frames (3.2) is fixedly welded with the outer part of a flange plate at one side of the H-shaped steel (2.1);
the transverse arch frame connecting device (1) is of a single-connecting-rod structure, and the length direction of the single-connecting-rod structure is used for firmly connecting a plurality of side wall steel arch frames (3.1), inverted arch steel arch frames (3.2), arch top steel arch frames (3.3) or arch waist steel arch frames (3.4) together side by side along the length direction of the tunnel to form an integral rigid structure;
the arch center transverse connecting device (1) comprises a strip-shaped channel steel (1.1), an anchorage device (1.2) and an anchor rod (1.3); the anchor (1.2) is a clamping piece anchor, is used at the end part of the anchor rod (1.3) and is used for applying pressure to the channel steel (1.1) by the anchor (1.2); channel-section steel (1.1) is the main part of bow member transverse connection device (1), and the length direction of channel-section steel (1.1) is unanimous with the length direction in tunnel, sets up bayonet socket (1.1.1) in the position that channel-section steel (1.1) notch corresponds with steel bow member (3) and is connected, and the side embedding bayonet socket (1.1.1) of steel bow member (3) is in and weld fixation, the deformation and the displacement of being convenient for restraint steel bow member (3).
Anchor holes (1.1.2) are arranged at proper positions on the bottom surface of the channel steel (1.1) at intervals according to the designed arch center spacing, the anchor holes (1.1.2) are designed into proper shapes and sizes according to the diameter of the anchor rod (1.3) and the size of the anchor (1.2), the anchor rod (1.3) penetrates through the anchor holes (1.1.2) and is matched with the anchor (1.2) to stretch into the soil body for construction, and the channel steel (1.1) is fixed with the soil body;
the monitoring controller (4) comprises an arch center stress monitor (4.1), an anchor rod stress monitor (4.2) and an early warning device (4.3); the arch stress monitor (4.1) is arranged on the channel steel (1.1); the anchor rod stress monitor (4.2) is arranged between the anchor (1.2) and the channel steel (1.1); the upper part is used for detecting the arch stress monitor (4.1) and the distribution of the anchor rod stress monitor (4.2) and is connected with the early warning device (4.3).
2. The tunnel soft rock large-deformation support reinforcing device according to claim 1, characterized in that H-shaped steel (2.1) is used as an anchoring plate, and proper size is selected according to the type of the steel arch (3) to ensure that the side wall steel arch (3.1) is placed in the groove of the H-shaped steel (2.1), and the cross section (3.2) of the inverted arch steel arch is completely contacted with the flange plate of the H-shaped steel (2.1); the H-shaped steel (2.1) is connected with the steel arch (3) in a welding mode and is used for connecting the arch springing of the whole steel arch (3) into a whole.
3. The large-deformation supporting and reinforcing device for the soft rock of the tunnel according to claim 1, characterized in that the backing plate (2.2) is a steel plate with a certain thickness and is fixed at a proper position of the H-shaped steel (2.1), the lower part of the backing plate is connected with the anchoring pile (2.3), and the backing plate (2.2) is connected with the H-shaped steel (2.1) and the anchoring pile (2.3) by welding and is used for anchoring the relative positions of the H-shaped steel (2.1) and the anchoring pile (2.3) to realize the fixation and connection of the H-shaped steel (2.1) and the anchoring pile (2.3).
4. The device for reinforcing the soft rock large-deformation support of the tunnel according to claim 1, wherein the anchoring pile (2.3) is a steel pipe pile, the top of the anchoring pile is welded with the backing plate (2.2), the anchoring pile is embedded into the soil body at an inclined angle with the vertical direction, and the anchoring pile and the soil body interact to generate a large friction force to prevent the settlement and displacement of the whole steel arch frame (3).
5. The large-deformation supporting and reinforcing device for the soft rock of the tunnel according to claim 1, wherein the monitoring controller (4) mainly functions as: the deformation of the steel arch frame (3) is monitored by monitoring the deformation and the stress of the channel steel (1.1), and the deformation is controlled by a reinforcing measure; the tension of the anchor rod (1.3) is monitored by monitoring the pressure between the anchor (1.2) and the channel steel (1.1). When the steel arch (3) deforms or the tension of the anchor rod (1.3) exceeds an early warning value, early warning is timely carried out to remind workers of reinforcing a dangerous area.
6. The device for supporting and reinforcing the soft rock large deformation of the tunnel according to the claim 1, characterized in that an arch stress monitor (4.1) is arranged on the channel steel (1.1), and an arch stress monitor (4.1) is arranged at a position spaced by a certain number of anchor rods (1.3) and used for monitoring the stress applied on the channel steel (1.1) by the steel arch (3) and simultaneously monitoring the deformation condition of the steel arch (3) and the channel steel (1.1); and timely early warning and reinforcing the position with larger deformation.
7. The large-deformation support reinforcing device for soft rock of tunnel according to claim 1, characterized in that the anchor bolt stress monitor (4.2) is installed between the anchor (1.2) and the channel steel (1.1), and the monitoring and measurement of the anchor bolt stress are realized by detecting the pressure between the channel steel (1.1) and the anchor (1.2).
8. The tunnel soft rock large-deformation support reinforcing device according to claim 1, characterized in that the early warning device (4.3) is in wired or wireless connection with the arch stress monitor (4.1) and the anchor rod stress monitor (4.2) by using a lead, when the stress values detected by the arch stress monitor (4.1) and the anchor rod stress monitor (4.2) exceed the early warning value, the early warning device (4.3) generates an alarm to remind the reinforcing of the dangerous area;
a stress arch stress monitoring device (4.1) and an anchor rod stress monitoring device (4.1) are respectively installed on channel steel (1.1) and an anchor rod (1.3), the stress borne by the anchor rod is collected and monitored in real time through an early warning system, early warning is timely carried out on a risk area, and reliable technical guarantee is provided for tunnel safety construction.
9. The soft rock large-deformation supporting and reinforcing device for the tunnel according to claim 1, wherein the tunnel excavation section is divided into 4 parts, and excavation is performed in 4 steps; the construction process comprises the following steps: excavating a guide pit on two sides, installing an arch foot anchoring device (2), installing and reinforcing a steel arch frame (3) and performing other subsequent work; the steel arch centering (3) is installed in sections, and the side wall steel arch centering (3.1) and the arch waist steel arch centering (3.4) are installed after soil bodies in areas A1 and A2 on two corresponding sides in the tunnel are excavated; and after the excavation of the top area B is finished, arch crown steel arch frames (3.3) are installed, and after the excavation of the bottom area C corresponding to the middle part is finished, inverted arch steel arch frames (3.2) are installed, wherein all connections are welded.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011461639.1A CN112459807A (en) | 2020-12-09 | 2020-12-09 | Tunnel soft rock large-deformation support reinforcing device and method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011461639.1A CN112459807A (en) | 2020-12-09 | 2020-12-09 | Tunnel soft rock large-deformation support reinforcing device and method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112459807A true CN112459807A (en) | 2021-03-09 |
Family
ID=74803540
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011461639.1A Pending CN112459807A (en) | 2020-12-09 | 2020-12-09 | Tunnel soft rock large-deformation support reinforcing device and method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112459807A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113187506A (en) * | 2021-04-30 | 2021-07-30 | 浙江省工程勘察设计院集团有限公司 | Yielding support structure and method for measuring pressure and deformation of surrounding rock |
| CN113653505A (en) * | 2021-07-30 | 2021-11-16 | 中铁十九局集团第五工程有限公司 | High ground stress soft rock tunnel steel bow member bearing structure |
| CN114060059A (en) * | 2021-11-15 | 2022-02-18 | 中铁十九局集团第六工程有限公司 | Construction method of tunnel bottom deformation monitoring device |
| CN114483112A (en) * | 2021-12-23 | 2022-05-13 | 中国科学院武汉岩土力学研究所 | Arch foot structure, construction method and arch foot system for tunnel primary support |
-
2020
- 2020-12-09 CN CN202011461639.1A patent/CN112459807A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113187506A (en) * | 2021-04-30 | 2021-07-30 | 浙江省工程勘察设计院集团有限公司 | Yielding support structure and method for measuring pressure and deformation of surrounding rock |
| CN113653505A (en) * | 2021-07-30 | 2021-11-16 | 中铁十九局集团第五工程有限公司 | High ground stress soft rock tunnel steel bow member bearing structure |
| CN113653505B (en) * | 2021-07-30 | 2023-09-05 | 中铁十九局集团第五工程有限公司 | High ground stress soft rock tunnel steel arch support structure |
| CN114060059A (en) * | 2021-11-15 | 2022-02-18 | 中铁十九局集团第六工程有限公司 | Construction method of tunnel bottom deformation monitoring device |
| CN114483112A (en) * | 2021-12-23 | 2022-05-13 | 中国科学院武汉岩土力学研究所 | Arch foot structure, construction method and arch foot system for tunnel primary support |
| CN114483112B (en) * | 2021-12-23 | 2023-05-23 | 中国科学院武汉岩土力学研究所 | Arch leg structure, construction method and arch leg system of tunnel primary support |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112459807A (en) | Tunnel soft rock large-deformation support reinforcing device and method | |
| CN108547644B (en) | Tunnel crossing crushing belt shed protection structure and supporting method | |
| CN206956742U (en) | High precipitous rock roadbed side slope repair system | |
| CN106759376A (en) | Anchored Sheet Pile Wall for Excavation system and its construction method for closing on existing underground structure | |
| CN106968139A (en) | Construction method for railway roadbed support in jacking process of underpass railway jacking frame bridge | |
| CN208152052U (en) | Steel sheet pile underground structure of controllable deformation | |
| CN111379335A (en) | Node connecting device of reinforced concrete column and girder steel | |
| CN103276899B (en) | Reinforced steel bar ring is around steel kind design construction method | |
| CN106284366A (en) | External pulling type Larsen steel sheet pile reinforcement means | |
| CN109056710B (en) | Hard stratum steel pipe pile and construction method thereof | |
| CN108797323B (en) | Steel trestle suitable for hard stratum | |
| CN110541710A (en) | v-level high-risk geological surrounding rock tunnel mechanized construction method | |
| CN208309593U (en) | A kind of steel pipe structure with oblique member | |
| CN107780942B (en) | Novel prefabricated assembled pipe shed for pre-reinforcing soft soil tunnel and manufacturing process thereof | |
| CN109958454A (en) | Stope drift active workings pucking control system and its control method | |
| CN206034437U (en) | Gasket type secondary tensioning prestressed anchorage device | |
| CN215213534U (en) | Tunnel soft rock large deformation support reinforcing apparatus | |
| CN105926637A (en) | Prestressing force support system for protecting existing subway and design and construction method | |
| CN111305182A (en) | Soft foundation reinforcement construction method | |
| CN108360556B (en) | assembled anti-seismic anchor rod retaining wall and construction method thereof | |
| CN113653506B (en) | Control method for high-stress soft rock tunnel bottom plate | |
| CN116006221A (en) | Shallow buried bias broken stratum small-clear-distance double-tunnel entrance and exit construction method | |
| CN112682063B (en) | Support structure for inhibiting bottom deformation of high-ground-stress soft rock tunnel | |
| CN112323729B (en) | Pile foundation bearing platform river-facing deep foundation pit supporting system and construction method | |
| CN112411466B (en) | Construction platform based on old pile foundation transformation and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |