WO2020108361A1

WO2020108361A1 - Construction method for tunnel passing through high-angle thrust water-rich and sand-rich fault

Info

Publication number: WO2020108361A1
Application number: PCT/CN2019/119630
Authority: WO
Inventors: 吴应明; 张旭辉; 高雷州; 张乃乐; 周中财; 肖清华; 仲维玲; 郭朋超; 王洪坤; 赵志辉; 李校珂; 杨文�; 杨荣辉; 李越兴; 陈创; 洪平
Original assignee: 中铁二十局集团有限公司
Priority date: 2018-11-26
Filing date: 2019-11-20
Publication date: 2020-06-04
Also published as: CN109209397A; CN109209397B

Abstract

Disclosed is a construction method for a tunnel passing through a high-angle thrust water-rich and sand-rich fault, comprising the following steps: 1, performing the preliminary excavation and the supporting construction of a rear-side tunnel section (3); 2, performing the synchronous excavation and the supporting construction of the rear-side tunnel section (3) and a drainage cave body of a drainage cave (2); 3, performing the synchronous excavation and the supporting construction of the rear-side tunnel section (3), the drainage cave body of the drainage cave (2), and a rear-side detouring heading pit (1) section; 4, performing the excavation and the supporting construction of a front drainage cave (2) body, a front heading pit section, and a central tunnel section (5); and 5, performing the excavation and the supporting construction of a front-side tunnel section (4). The water on the upper wall of the fault is drained by means of a high-level drainage cave between a tunnel main cave and a detouring heading pit, and the auxiliary drainage is performed by means of the detouring heading pit and the fault condition in front of a tunnel face of the main cave is explored in advance, thereby ensuring the construction safety of each tunnel face. The method employs a three-step method for the excavation of the tunnel main cave, employs double preliminary supporting structures for the full-section supporting of a tunnel cave after excavation, can ensure the safety of the tunnel structure later, and shortens the construction cycle.

Description

Construction method for crossing high angle thrust water-rich and sand-rich fault tunnel

Technical field

The invention belongs to the technical field of tunnel construction, and particularly relates to a construction method of a tunnel crossing high-angle thrust water-rich and sand-rich faults.

Background technique

The fault fracture zone refers to the relative movement of the two plates of the fault, squeezing each other to break the nearby rocks, forming a fracture zone that is roughly parallel to the fault plane, referred to as the fault zone. In China, high-angle thrust faults with section inclination angles greater than 45° or 30° are called thrust faults. Tunneling through high-angle thrust faults is very difficult to construct. The above-mentioned high-angle thrust faults refer to thrusts with section tilt angles greater than 60° Fault. Especially when the stratum is rich in water and sand, the construction is more difficult. The water-rich and sand-rich stratum is also called water-rich sand stratum, which means that the stratum is rich in groundwater and contains sand layers. The stratum is both water-rich stratum and sand-rich stratum. In water-rich and sand-rich formations, rock fragmentation provides more favorable conditions for the occurrence and enrichment of groundwater, and the construction is very difficult. In addition, the formation contains sand layers, and water and sand are prone to occur during construction. The dip angle of the fault section is greater than 60°, which is easy to cause catastrophic consequences and seriously affects the safety and efficiency of construction. Therefore, when the tunnel passes through the fault is rich in groundwater, the rock mass is mostly clastic rock, and the high-angle thrust water-rich sand-rich fault is rich in sand, sand and gravel, the construction risk is very large, and the excavation is high Under the angle of water-rich thrust fault, under the action of high water pressure, the palm face is very prone to sudden water inrush, sand inrush and other geological disasters. The construction risk is high, the construction is difficult and the construction progress is slow.

When excavating a tunnel that crosses a high-angle thrusting water-rich and sand-rich fault, the step method is required for excavation. The step method refers to the construction method of first excavating the upper section of the tunnel (upper step), starting the excavation of the lower section (lower step, also called the upper tunnel of the tunnel) after the upper step leads a certain distance, and simultaneously moving the upper and lower steps simultaneously. Among them, the three-step excavation method (also known as the three-step method) refers to dividing the excavated tunnel into upper, middle and lower steps for excavation. When the three-step method is used to excavate a tunnel that passes through a high-angle water-rich thrust fault, due to the large number of excavated sections, the construction is difficult and the construction risk is high. A reasonable method of excavation and support must be adopted to ensure construction Safety, and guarantee the construction period.

Summary of the invention

The technical problem to be solved by the present invention is to provide a construction method for crossing a high-angle thrust water-rich and sand-rich fault tunnel in view of the deficiencies of the above-mentioned prior art. The method steps are simple, the design is reasonable, the construction is simple, and the use effect is good. Discharge water from the upper wall of the fault drainage tunnel between the tunnel's main hole and the roundabout guide pit, and at the same time, conduct auxiliary drainage through the roundabout guide pit excavated before the tunnel's main tunnel and detect the fault in front of the front face of the main tunnel in advance. It can discharge the water in the fault to the greatest extent, reduce the water pressure in the fault in front of the palm face, and can ensure the safety of the construction of each palm face. The three-step method is used to excavate the main tunnel and the double-layer initial stage is used after excavation. The supporting structure provides full cross-section support for the tunnel hole, which can ensure the safety of the tunnel structure in the later period. Shorten the construction period.

In order to solve the above technical problems, the technical scheme adopted by the present invention is: a construction method for a tunnel crossing a high-angle thrust water-rich and sand-rich fault, characterized in that the main tunnel of the constructed tunnel is divided into a rear tunnel section and is located behind The front tunnel section on the front side of the side tunnel section and the middle tunnel section connected between the rear tunnel section and the front tunnel section and passing through the high-angle thrust water-rich and sand-rich faults; the same side of the tunnel main tunnel is provided with Roundabout guide pits and drain holes, the roundabout guide pits and drain holes are tunnel tunnels that traverse high-angle thrusting water-rich and sand-rich faults from back to front; the roundabout guide pits are the tunnel section and the front A detour guide pit formed by excavation between side tunnel sections, the detour guide pit and the tunnel main hole are arranged on the same horizontal plane; the detour guide pit is divided into a rear side guide pit section and a middle guide pit from back to front Section and front side pit section, the front side pit section is located in front of the rear side pit section, and the middle section is connected to the rear side pit section and the front side pit section Between the middle guide pit section and the tunnel main tunnel, the rear end of the rear guide pit section intersects the rear tunnel section and the intersection of the two is the rear guide pit, the front guide pit The front end of the section intersects the front tunnel section and the intersection of the two is the front intersection of the guide pit; the rear guide section is located at the rear side of the middle tunnel section;

The drain hole includes a rear hole body and a front hole body located in front of the rear hole body and arranged parallel to the tunnel front hole, the front hole body is located above the side of the tunnel front hole and is located Between the main tunnel tunnel and the central pit guide section, the rear tunnel body is a tunnel tunnel that gradually slopes upward from the front to the rear; the rear end of the rear tunnel body intersects the rear tunnel section and the two The intersection is a spillway intersection. The intersection behind the pit and the intersection of the drainage tunnel are located at the rear side of the middle tunnel section. The intersection of the drainage tunnel and the rear tunnel body are located at the Rear side of the intersection behind the guide pit;

The front cave is divided into a rear cave and a front drain cave located on the front side of the rear cave and passing through a high-angle thrust water-rich and sand-rich fault. Describe the drainage hole in the front hole to form the drainage hole of the drainage hole;

The middle guide pit section is divided into a rear guide pit section and a front guide pit section located on the front side of the rear guide pit section and passing through a high-angle thrust water-rich and sand-rich fault, the rear guide pit section And the rear guide pit section of the middle guide pit section constitutes the back side roundabout guide pit section of the roundabout guide pit;

When excavating and supporting the construction tunnel, the following steps are included:

Step 1. Preliminary excavation and support construction of the rear tunnel section: excavation of the tunnel section located in the rear tunnel section behind the intersection of the spillway along the longitudinal extension direction of the tunnel, and by Support the excavated rear tunnel section forward and backward;

Step 2: Simultaneous excavation and support construction of the back tunnel section and the drainage tunnel drainage body: when the back tunnel section is excavated to the location of the intersection of the drain tunnel, the tunnel will extend from the rear along the longitudinal extension of the tunnel Excavate the tunnel section located between the intersection of the discharge tunnel and the rear intersection of the guide pit in the rear tunnel section at the same time, and at the same time start the discharge from the back to the front Excavate the drainage hole of the water tunnel, and support the excavated back tunnel section and the discharge tunnel from back to front;

Step 3: Excavation and support construction of the back tunnel section, the drainage tunnel body of the drainage tunnel and the back roundabout guide pit section: When the back tunnel section is excavated to the position of the intersection behind the guide pit, Excavate the tunnel section located in front of the intersection behind the guide pit in the rear tunnel section along the longitudinal extension direction of the tunnel, and support the excavated rear tunnel section from back to front ; At the same time, continue excavation of the drainage hole of the drainage tunnel, and start excavation from the back of the guide pit back to the back of the roundabout guide pit section of the roundabout guide pit, and from the back Support the excavated drainage hole and detour guide pit separately forward;

Step 4: Excavation and support construction of the front discharge tunnel, the front pit section and the middle tunnel section:

The length of the front drain hole body, the front guide pit section and the middle tunnel section are all the same and the three are arranged in parallel, the front drain hole body, the front guide pit section and the middle tunnel The segments are divided into multiple tunnel segments from back to front, and the lengths of the multiple tunnel segments are the same;

When constructing the front drain hole body, excavation and support construction are performed on the multiple tunnel segments of the front drain hole body from back to front along the extending direction of the tunnel; The excavation and support construction methods of the tunnel sections are the same; each of the tunnel sections of the front discharge tunnel body is provided with an outer drainage hole group;

Each of the outside drainage hole groups includes one or more rows of arch drainage holes and a plurality of rows of side wall drainage holes arranged from back to front. Multiple rows of the arch drainage holes are along the front side of the hole The longitudinal extension direction is arranged from the front to the front; each row of the arch drainage holes includes a plurality of arch drainage holes arranged from left to right on the outer side of the arch of the front drain hole body, each of the arches The drainage holes are all drilled from the back to the high angle thrust water-rich and sand-rich fault, each of the arch drainage holes are gradually inclined upward from the front to the back; each row of the arch drainage holes The orifices of all the drainage holes in the arch are arranged on the same cross-section of the front side cave;

Each row of the side wall drainage holes includes left and right two sets of side wall drainage holes symmetrically arranged on the outer sides of the left and right side walls of the front drain hole body, one of the two sets of side wall drainage holes The side wall drainage holes are located above the main tunnel tunnel, and another set of the side wall drainage holes are located above the roundabout guide pit; each group of the side wall drainage holes includes a plurality of side wall drainage holes arranged from top to bottom, each The side wall drainage holes are all arranged horizontally; the openings of all the side wall drainage holes in each row of the side wall drainage holes are all arranged on the same cross section of the front side cavity; each of the side wall drainage The holes are all drilled from the back to the high angle thrust water-rich and sand-rich fault;

When excavating and supporting construction of any of the tunnel segments in the front discharge tunnel, the process is as follows:

Step A1. Drainage hole construction: use a drilling machine to drill the arch drainage hole and the side wall drainage hole of the drainage hole group outside the hole in the tunnel segment respectively to obtain the construction formed drainage hole group outside the hole;

Step A2. Drainage: Drain the water through the drainage hole group outside the hole in step A1;

Step A3, excavation and support: excavate the tunnel segment along the longitudinal extension of the tunnel from back to front, and support the excavated discharge tunnel;

After the excavation and support of a plurality of the tunnel sections of the front discharge tunnel are completed, the construction process of the discharge tunnel is completed;

When excavating and supporting the front guide pit segment, excavating and supporting the multiple tunnel segments of the front guide pit segment separately from back to front along the extending direction of the tunnel; The excavation and support construction methods of multiple tunnel sections are the same; each tunnel section of the front guide pit section is provided with a guide pit drainage hole group;

Each of the guide pit drainage hole groups includes a plurality of rows of side drainage holes arranged from back to front. Each row of the side drainage holes includes a plurality of side drainage holes arranged from top to bottom. The side drainage holes are arranged horizontally; the orifices of all the side drainage holes in each row of the side drainage holes are arranged on the same cross section of the front guide pit section; each of the side drainage The holes are all drilled from the back to the high angle thrust water-rich and sand-rich fault;

When excavating and supporting the tunnel section of any of the front guide pit sections, the process is as follows:

Step B1. Drainage hole construction: use a drilling rig to separately drill the side drainage holes of the guide pit drainage hole group in the tunnel segment to obtain the construction formed guide pit drainage hole group;

Step B2. Drainage: drain water through the drainage hole group of the guide pit described in step B1;

Step B3. Excavation and support: excavation of the tunnel segment along the longitudinal extension of the tunnel from back to front, and support of the roundabout guide pit formed by excavation; in this step, the front guide pit The palm face of the segment is located behind the palm face of the front drain hole;

After all of the tunnel sections of the front guide pit section are excavated and supported, the construction process of the front guide pit section is completed;

When excavating and supporting the central tunnel section, excavating and supporting the multiple tunnel sections of the central tunnel section from back to front, and excavating and supporting the multiple tunnel sections The construction methods are the same;

The main tunnel of the central tunnel section is divided into an upper cavity, a central cavity and a lower cavity from top to bottom, and the upper cavity is divided into a left guide cavity and a right guide cavity located on the right side of the left guide cavity hole;

The initial supporting structure of the middle tunnel section is a double-layer initial supporting structure, the double-layer initial supporting structure includes a concrete initial spraying layer formed by a layer of concrete sprayed on the inner wall of the tunnel's main tunnel, and multiple tunnels A steel arch frame supported by the main tunnel and supported inside the primary sprayed concrete layer, a concrete double sprayed layer formed by a layer of concrete sprayed on the primary sprayed concrete layer, and supporting and supporting the tunnel main tunnel The grid steel frame on the inside of the concrete double sprayed layer and the concrete internal sprayed layer formed by a layer of concrete sprayed on the concrete double sprayed layer. The supporting steel frame of the support and the shape of both are the same as the cross-sectional shape of the tunnel main tunnel; the cross-sectional shapes of the primary concrete spraying layer, the concrete double spraying layer and the concrete internal spraying layer are all the same as the cross section of the tunnel main tunnel The shape of the surface is the same; the structure of the multi-shaped steel arch is the same and it is laid out from back to front along the longitudinal extension direction of the tunnel. The multi-shaped steel arch is fastened and connected as a whole by a longitudinal connection structure; the multi-shaped The structure of the grille steel frame is the same, and the number of the grille steel frame is the same as the number of the steel arches. Each of the steel arches is provided with an inner grille steel frame, and each steel arch The frame and the grille steel frame arranged on the inner side are both arranged on the same tunnel cross section of the main tunnel of the tunnel; the multiple steel arches are buried in the concrete re-spray layer, and the thickness of the concrete re-spray layer is greater than that of the steel The thickness of the arch frame; many of the grid steel frames are buried in the concrete inner spray layer, the thickness of the concrete internal spray layer is greater than the thickness of the grid steel frame; the multiple steel profile arches are evenly arranged, phase The distance between the two adjacent steel arches is d and the value of d ranges from 0.8m to 1.2m;

In the double-layer initial supporting structure, the primary concrete spraying layer, the multiple steel arches and the concrete multiple spraying layer constitute an outer primary supporting structure, the concrete internal spraying layer and the multiple grid steel frame Make up the inner primary branch structure inside the outer primary branch structure;

Each of the shaped steel arch frames is formed by splicing an arch wall supporting arch frame that supports the arch wall of the tunnel main tunnel and a tunnel arch support frame that supports the bottom of the tunnel main tunnel. It is located directly under the arch wall support arch and the two are on the same tunnel cross section. The tunnel invert arch support and the arch wall support arch form a closed full-section bracket; the arch wall support arch It is composed of a pair of upper arches located in the upper cave and two side brackets symmetrically arranged under the left and right sides of the upper arch. The two side brackets are both located in the middle cave; the tunnel The upward arch bracket is located in the lower cave, the left end of the tunnel upward arch bracket is firmly connected to the bottom of one of the side brackets, and the right end of the tunnel upward arch bracket is firmly connected to the bottom of the other side bracket; The upper arch is composed of the left arch in the left guide hole and the right arch in the right guide hole;

When excavating and supporting any of the tunnel sections in the central tunnel section, the following steps are included:

Step F1: Excavation of the upper cave and initial support, the process is as follows:

Step F11. Excavation of the left guide tunnel and initial outer support: excavate the left guide tunnel of the currently excavated tunnel segment from the back to the front along the longitudinal extension of the tunnel;

During the excavation of the left guide hole, a layer of concrete is sprayed on the inner wall of the left guide hole from the back to the front to obtain the initial sprayed layer of concrete in the left guide hole, and the excavation is formed from the back to the front The left arch is installed in the left guide hole, and the left arch is supported on the inner side of the primary sprayed concrete layer; at the same time, a layer of concrete is sprayed on the primary concrete sprayed layer with the left arch supported on the inner side to obtain the left side The concrete re-injection layer in the guide hole, and the left arch is buried in the concrete re-injection layer to complete the construction process of the initial support structure inside and outside the left guide hole;

Step F12. Excavation of the right guide tunnel and initial outer layer support: During the excavation of the left guide tunnel described in step F11, the right side of the currently excavated tunnel segment is aligned from the back to the front along the longitudinal extension of the tunnel Excavate the guide hole to obtain the excavated upper hole body;

During the excavation of the right guide hole, a layer of concrete is sprayed on the inner wall of the right guide hole from the back to the front to obtain the initial sprayed layer of concrete in the right guide hole, and the excavation is formed from the back to the front The right arch is installed in the right guide hole of the right, so that the right arch is supported on the inner side of the initial layer of concrete and the right arch and the left arch are firmly connected together to obtain the construction of the upper arch At the same time, a layer of concrete is sprayed on the initial concrete spraying layer with the right arch on the inside to obtain the concrete re-spraying layer in the right guide hole, and the right arch is buried in the concrete re-spraying layer. Describe the construction process of the primary support structure inside and outside the upper cave;

During the excavation in this step, the palm face of the right guide hole is located behind the palm face of the left guide hole;

Step F2. Excavation of the central cave and initial support of the outer layer: During the excavation of the upper cave in step F1, the current direction of the tunnel is extended from back to front under the upper cave that has been excavated and shaped. Excavation of the central tunnel of the excavated tunnel segment;

During the excavation of the middle cave, a layer of concrete is sprayed on the inner wall of the excavated and formed middle cavity from back to front to obtain the initial sprayed layer of concrete in the middle cavity, and the excavated and formed middle cavity from back to front Install the side brackets on the left and right sides of the body, so that the side brackets stand on the inside of the primary concrete spray layer and each side bracket is firmly connected with the upper arch frame in step F12; at the same time A layer of concrete is sprayed on the primary concrete spraying layer supporting the side bracket to obtain the concrete double spraying layer in the middle cave, and the side bracket is buried in the concrete composite spraying layer to complete the construction of the initial supporting structure of the inner and outer layers of the middle cave process;

The two left and right side brackets in the middle cave are connected with the upper arch in step F12 to form an arched wall arch;

During the excavation in this step, the palm face of the central hole is located behind the palm face of the right-side guide hole in step F12;

Step F3, the excavation of the lower part of the cave and the initial support of the outer layer: during the excavation of the middle part of the cave in step F2, the current opening is made under the excavated and shaped middle part of the tunnel from the back to the front along the longitudinal extension of the tunnel Excavate the lower part of the tunnel section for excavation to obtain the excavated tunnel main hole;

During the excavation of the lower cave, a layer of concrete is sprayed on the inner wall of the excavated lower cavity from the back to the front to obtain the initial sprayed layer of concrete in the lower cavity, and the lower cavity is excavated from the front to the rear Install the tunnel arch support in the body, make the tunnel arch support stand on the inside of the primary concrete spray layer and connect the tunnel arch support with the arch wall arch in step F2 to form a shaped steel arch; at the same time, a tunnel arch is supported on the inside A layer of concrete is sprayed on the concrete primary spraying layer of the arch support to obtain the concrete double spraying layer in the lower cave, and the tunnel arch support is buried in the concrete double spraying layer to complete the construction process of the initial support structure inside and outside the main tunnel tunnel;

During the excavation in this step, the palm face of the lower hole is located on the back side of the palm face of the middle hole in step F2;

Step F4. Inner layer initial support and secondary lining construction: During the excavation process in step F3, it is necessary to support the grille steel frame inside the outer layer primary support structure that has been formed from the back to the front, and at the same time from the back to the front Spray a layer of concrete on the outer primary support structure with a grid steel frame on the inside to obtain an internal spray layer of concrete, and bury the grid steel frame in the inner spray layer of concrete to complete the construction process of the inner primary support structure. Obtain the double-layer initial supporting structure formed by construction;

In the initial support process of the inner layer in step F4, a secondary lining of the tunnel is constructed from the back to the inside of the double-layer initial support structure that has been formed, to complete the excavation and support process of the tunnel segment;

Step 5. Excavation and support construction of the front tunnel section: the front tunnel section is divided into a front tunnel section located in front of the front intersection of the guide pit and a rear section located in the back of the front intersection of the guide pit Tunnel section;

After the excavation of the front guide pit section in step 4 is completed, excavate the front guide pit section from back to front, and support the roundabout guide pit formed by excavation from back to front until Complete the roundabout guide pit excavation and support process;

After the roundabout guide pit is excavated, the front tunnel section of the front tunnel section is excavated from back to front along the longitudinal extension direction of the tunnel, and the front tunnel section formed by excavation is supported from back to front At the same time, the rear tunnel section of the front tunnel section is excavated from front to back along the longitudinal extension direction of the tunnel, and the rear tunnel section formed by excavation is supported from front to back.

The construction method of the above-mentioned high-angle thrust water-rich and sand-rich fault tunnel is characterized in that: the front drain hole body, the front guide pit section and the middle tunnel section are divided into N For tunnel segments, N is the total number of tunnel segments in the central tunnel segment, N is a positive integer and N ≥ 2;

After the drainage in step B2 is completed, the drainage process of the i-th tunnel segment in the front pit section is completed; where i is a positive integer and i=1, 2, 3, ..., N;

After the drainage process of the i-th tunnel segment in the front guide pit segment is completed, proceed to step B1 to excavate the i-th tunnel segment of the front drain tunnel and Support construction;

After the drainage process of the i-th tunnel segment in the front guide pit section is completed, curtain grouting reinforcement is performed on the i-th tunnel segment in the middle tunnel section; After the curtain grouting reinforcement of the i tunnel segments is completed, the i th tunnel segment in the middle tunnel segment is excavated and supported.

The construction method of the above-mentioned high-angle thrust water-rich and sand-rich fault tunnel is characterized in that: after the drainage in step A2 is completed, the drainage process of the i-th tunnel segment in the front discharge tunnel is completed;

After the drainage process of the i-th tunnel segment in the front discharge tunnel body is completed, curtain grouting reinforcement is performed on the i-th tunnel segment in the front guide pit segment; After the curtain grouting reinforcement of the i-th tunnel segment in the front pit section is completed, proceed to step B4 to excavate and dig the i-th tunnel segment in the front pit section Support.

The construction method of the above-mentioned high angle thrust water-rich and sand-rich fault tunnel is characterized in that the length of each tunnel segment is L1 and the value range of L1 is 15m-25m.

The construction method of the above-mentioned high-angle thrust water-rich and sand-rich fault tunnel is characterized in that: an inclined shaft is provided on the back side of the drainage hole, the front end of the inclined shaft intersects with the main tunnel of the tunnel and the intersection of the two is an inclined shaft Intersection, the inclined shaft intersection is located behind the intersection of the discharge tunnel; the inclined shaft is a drainage channel for discharging water discharged from the discharge tunnel from the main tunnel of the tunnel;

When the preliminary excavation of the rear tunnel section is carried out in step 1, excavation of the tunnel section behind the inclined shaft intersection in the rear tunnel section is carried out along the longitudinal extension direction of the tunnel; After the tunnel section is excavated to the position where the inclined shaft intersection is located, and then from the front to the back of the tunnel section located between the inclined shaft intersection and the discharge tunnel intersection in the longitudinal extension direction of the tunnel Excavation of the tunnel section, and excavation of the inclined shaft from the intersection of the inclined shaft;

The arch drainage holes, side wall drainage holes and side drainage holes are all formation drainage holes;

In step A2, when draining through the drainage hole group outside the hole in step A1, the water is discharged into the drainage hole through the drainage holes in each layer in the drainage hole group outside the hole, and then passes through the rear tunnel The tunnel section between the intersection of the inclined shaft and the intersection of the discharge tunnel discharges water into the inclined shaft, and finally discharges the water through the inclined shaft completed by excavation;

In step B2, when draining through the guide pit drainage hole group in step B1, the water is discharged into the roundabout guide pit through each layer drainage hole in the guide pit drainage hole group, and then passes through the rear tunnel The tunnel section between the intersection of the inclined shaft and the intersection of the drainage hole discharges the water into the inclined shaft, and finally discharges the water through the inclined shaft completed by excavation.

The construction method of the above-mentioned high-angle thrust water-rich and sand-rich fault tunnel is characterized in that: before the upper tunnel excavation and initial support in step F1, the current tunnel section needs to be supported in advance and obtained The tunnel section leading support structure of the currently constructed section; the side wall of the tunnel main tunnel is divided into an upper wall and a lower wall located directly below the upper wall;

The advanced support structure of the tunnel segment includes an advanced pipe shed support structure and an advanced small pipe grouting support structure that support the same tunnel segment, and the longitudinal length of the advance pipe shed support structure is greater than The length of the tunnel segment;

The advanced pipe shed support structure includes a plurality of pipe shed pipes drilled from the back to the front into the rock layer in front of the palm face of the main tunnel of the tunnel and a pipe shed guide frame for guiding the plurality of pipe shed pipes. The pipe shed pipes are laid from left to right along the contour line of the arch of the tunnel's main tunnel; the pipe shed guide frame has a plurality of pipe shed pipe installation holes for installing the pipe shed pipes, and a plurality of the pipe sheds The rear ends of the pipes are all installed on the pipe shed guide frame;

The advanced small pipe grouting support structure includes a plurality of arch wall leading small pipe grouting support structures that perform advanced support on the same arch wall of the tunnel segment, and the plurality of arch wall leading small pipe grouting support structures The grouting support structure is evenly distributed and it is laid out from back to front along the longitudinal extension direction of the tunnel. The lap length of the grouting support structure of the two small advancing arch pipes in the front and back is not more than 3m; The spacing between the leading small pipe grouting support structure of the arch wall L=n×d, where n is a positive integer and the value range of n is 3 to 6; the side wall of the tunnel main hole is divided into an upper wall A body and a lower wall located directly below the upper wall;

Each of the arch wall leading small pipe grouting support structure includes a small pipe guide frame, an arch leading small pipe grouting support structure for leading the arch of the tunnel segment, and left and right two A side wall leading small pipe grouting support structure that respectively supports the lower walls of the side walls on the left and right sides of the tunnel segment, and the two side wall leading small pipe grouting support structures are arranged symmetrically , The two side wall advanced small pipe grouting support structures and the arch leading small pipe grouting support structure are both arranged on the same tunnel cross-section and the longitudinal lengths of the three are the same; The grouting support structure of the leading small pipe in the arch part includes a plurality of small grouting small pipes that are drilled from the back to the front and into the rock layer in front of the palm face of the tunnel main tunnel. The outline of the arch of the cave is laid out from left to right; each of the side wall advanced small pipe grouting support structures includes multiple side wall injections drilled from the front to the rock layer in front of the palm face of the main hole of the tunnel A small grouting pipe, a plurality of the side wall grouting small pipes are laid out from the top to the bottom along the outline of the lower wall of the tunnel main tunnel; each arch wall advances all the sides in the small pipe grouting support structure The wall grouting small pipes and all arch grouting small pipes have the same structure and size, and they are all laid on the same tunnel cross section of the tunnel's main hole;

The small pipe guide frame is a guide frame that guides all side wall grouting small pipes and all arch grouting small pipes in one arch wall advance small pipe grouting support structure, the small pipe guides The frame is an initial supporting arch frame; the arch part of the small duct guide frame has a plurality of arch mounting holes for the installation of grouting small ducts from the left to the right, and the lower left and right sides of the small duct guide frame There are multiple side mounting holes for the installation of side wall grouting small pipes, and the rear ends of the side wall grouting small pipes and arch grouting small pipes are installed in the arch wall advance small pipe grouting support structure On the same small catheter guide.

The construction method of the above-mentioned high-angle thrust water-rich and sand-rich fault tunnel is characterized in that: before the upper tunnel excavation and initial support are carried out in step F1, the tunnel segment currently under construction is supported by the advance pipe shed to obtain The leading pipe shed supporting structure of the tunnel section;

The upper cave and the middle cave constitute a middle and upper cave, the height of the upper cave and the lower cave are both greater than 4m, and the height of the middle cave is not greater than 10m;

In step F2, when excavating the middle cavity of the currently excavated tunnel segment from the back to the upper part of the excavated tunnel, the excavation segment is divided into multiple excavation segments from back to front Excavation of the central section of the segment;

Before excavating any one of the excavation sections, the arch wall of the excavation section is reinforced by grouting with a leading small pipe, and a grouting supporting structure of the leading small pipe is obtained;

The length of each excavation segment is the same as the distance L between the grouting and supporting structures of the two leading small pipe advancing front and back of the arch wall.

The construction method of the above-mentioned high-angle thrust water-rich and sand-rich fault tunnel is characterized in that the main tunnel hole is divided into an upper tunnel body and a lower tunnel body directly below the upper tunnel body, and the upper tunnel The cross-section of the cave is semi-circular; the upper wall of the side wall is located in the upper tunnel of the tunnel and the lower wall is located in the lower tunnel of the tunnel; two of the side walls advance the small pipe grouting branch The protective structures are all located outside the cave under the tunnel;

The area where the mounting hole of the arch portion is opened on the guide tube of the small pipe is an opening area of the arch portion, and the shape of the opening area of the arch portion is an arc and its center angle is 120°;

The area where the pipe shed pipe installation hole is opened on the pipe shed guide frame is an upper opening area, and the shape of the upper opening area is an arc and its center angle is 180°.

The construction method of the above-mentioned high-angle thrust water-rich and sand-rich fault tunnel is characterized in that: the rear tunnel section and the central tunnel section of the main tunnel of the tunnel form a main tunnel section, and a high-level escape platform is provided in the main tunnel section, The high-level escape platform is arranged along the longitudinal length of the main tunnel section and the lengths of the two are the same; each auxiliary tunnel is provided with an auxiliary tunnel emergency escape system connected to the high-level escape platform;

The high-level escape platform includes three tunnel-side high-level escape channel segments that are laid out from the front to the front of the tunnel, and the three high-level escape channel segments are all arranged along the longitudinal extension direction of the tunnel main cavity It is placed on the inside of one side wall of the tunnel main tunnel; each section of the tunnel side high-level escape channel is fixed on one side wall of the tunnel main tunnel. The side wall is a fixed side wall of the escape passage; the two adjacent high-side escape passage sections of the cave side are connected by a high-side escape passage section of the entrance side, and the high-side escape passage section of the entrance side is located at the The outer side of the opening of the auxiliary tunnel and it is arranged in the tunnel main tunnel; the section of the high-level escape channel on the side of the tunnel opening is a longitudinal connecting frame which is arranged along the longitudinal extension direction of the tunnel main tunnel;

The three high-level escape passage sections are respectively the rear high-level escape passage sections arranged in the main tunnel section which are located at the rear side of the discharge tunnel intersection, and are arranged in the main tunnel section The middle high-level escape passage section in the tunnel section between the rear guide pit intersection and the discharge tunnel intersection and the tunnel section located in front of the rear guide pit intersection in the main tunnel section The segment of the front high escape route in the middle;

The section of the high-side escape channel on the side of the cave body includes a plurality of high-level escape channel brackets arranged from back to front along the longitudinal extension direction of the tunnel's main tunnel and one supported on the plurality of high-level escape channel brackets for the escape personnel to walk A sidewalk side pedestrian platform, a plurality of the high-level escape channel brackets are fixed to the escape channel fixed side wall and form a tunnel longitudinal support system for supporting the sidewall side pedestrian platform, each of the high-level escape channel supports The cross-section of the tunnel placed at the main tunnel of the tunnel where it is located; the clear distance between the pedestrian platform on the side of the side wall and the filling layer of the invert arch that fills the invert arch in the tunnel main tunnel is not less than 2m; An oblique ladder is supported on the inner side of the support for the high-level escape passage, the bottom of the inclined ladder is supported on the filling layer of the invert arch, and the upper part is supported on the bracket of the high-level escape passage; One of the high-level escape channel brackets near the opening of the auxiliary tunnel is a bracket on the side of the opening, and the inclined ladder supported on the inside of the bracket on the side of the opening is the ladder on the side of the opening;

Each of the auxiliary tunnel emergency escape systems includes two tunnel emergency escape devices respectively arranged on the inside of the side walls on the left and right sides of the auxiliary tunnel;

Each of the tunnel emergency escape devices includes a ladder group consisting of multiple emergency ladders and two safety ropes arranged along the longitudinal extension of the auxiliary tunnel and fixed on the ladder group, each of the safety ropes Fixedly connected to a plurality of the emergency ladders; the plurality of the emergency ladders are arranged from the back to the front along the longitudinal extension direction of the auxiliary tunnel, and the emergency ladder is a vertical fixed to the tunnel support structure and having a height of not less than 3m To the ladder; the two safety ropes are the upper safety rope fixed on the upper part of the emergency climbing ladder and the lower safety rope fixed below the upper safety rope and fixed on the lower part of the emergency ladder; each of the tunnel emergency escape devices is the closest One of the emergency ladders of the auxiliary tunnel opening is an auxiliary tunnel opening ladder, and each of the auxiliary tunnel opening ladders is connected to the closest one of the tunnel side ladders by a connecting mechanism, and the connecting mechanism is a connecting rope or a connection frame.

The construction method of the above-mentioned high-angle thrust water-rich and sand-rich fault tunnel is characterized in that: in the first step, the tunnel section located behind the intersection of the spillway in the rear tunnel section is excavated from the rear Construct the section of the rear high-level escape passage in the front tunnel of the tunnel formed by construction;

After the excavation of the tunnel section in the rear tunnel section that is located at the rear side of the intersection of the water discharge tunnel is completed, the rear high-level escape passage segment formed by construction is obtained;

In the second step, during the excavation process of the tunnel section between the discharge tunnel intersection and the rear end of the guide pit in the rear tunnel section, the front section is aligned from the front of the tunnel formed in the construction The section of the middle high-level escape channel is to be constructed, and at the same time, a longitudinal connecting frame will be laid outside the intersection of the spillway;

After the excavation of the tunnel section between the intersection of the discharge tunnel and the rear intersection of the guide pit in the rear tunnel section is completed, the middle high-level escape passage section formed in construction is obtained;

During the excavation of the drainage tunnel body of the drainage tunnel, the auxiliary tunnel emergency escape system is constructed in the constructed drainage tunnel from back to front, and each of the constructed auxiliary tunnel emergency escape systems is constructed. The ladders at the openings of the auxiliary tunnels are all connected to the nearest ladder at the entrance side of the tunnel through a connecting mechanism;

In step three, when excavating the tunnel section located in front of the rear intersection of the guide pit in the rear tunnel section, the front side high-level escape passage section is carried out in the main tunnel of the tunnel formed from back to front At the same time, a longitudinal connecting frame will be laid outside the intersection behind the guide pit;

During the excavation construction of the drainage tunnel body of the drainage tunnel, the construction of the auxiliary tunnel emergency escape system in the drainage tunnel is continued from back to front;

During the excavation construction of the roundabout guide pit section on the back side of the roundabout guide pit, the auxiliary tunnel emergency escape system is constructed in the roundabout guide pit formed from back to front, and the auxiliary auxiliary tunnel emergency escape system is constructed Each of the auxiliary tunnel entrance ladders is connected to the closest side entrance ladder by the connecting mechanism;

In the fourth step, during the excavation of the front drain hole body of the drain hole, the construction of the auxiliary tunnel emergency escape system in the drain hole continues from back to front; After the construction is completed, the auxiliary tunnel emergency escape system formed in the discharge tunnel is obtained;

During the excavation construction of the front guide pit section of the roundabout guide pit, the construction of the auxiliary tunnel emergency escape system in the roundabout guide pit continues from the front to the back; after the construction of the front guide pit section is completed, the The auxiliary emergency escape system for the tunnel formed in the roundabout guide pit;

During the excavation construction of the middle tunnel section, the front side high-level escape passage section in the middle tunnel section is constructed from back to front.

Compared with the prior art, the present invention has the following advantages:

1. The method steps are simple, the design is reasonable and the construction is simple, and the investment cost is low.

2. The layout of the drainage holes is reasonable, and a high-level drainage hole is set between the roundabout guide pit and the main tunnel of the tunnel to fully drain the water-rich area of the upper wall of the clastic rock steep dip thrust water-rich fault to achieve the steep dip of the clastic rock The purpose of "dividing water and reducing pressure" in the water-rich area of the thrust water-rich fault can effectively ensure construction safety, and can also effectively reduce the difficulty of advanced grouting construction in the tunnel's main tunnel and detour guide pit. At the same time as the construction quality, it can also speed up the construction progress.

3. The design of the drainage hole group outside and inside the front drain hole is reasonable, which can realize the full and effective drainage of the steep dip thrust water-rich fault of the debris rock above the drain hole, the tunnel main hole and the detour guide pit, and at the same time facilitate the construction The length of the drainage hole of the arch and the drainage hole of the side wall can be effectively controlled, which can effectively save costs and reduce the construction period.

4. A roundabout guide pit is used to bypass the central tunnel section, and construction is carried out on the tunnel section located in front of the intersection of the front guide pit in the main tunnel. While constructing the tunnel section located in front of the front intersection of the guide pit in the main tunnel tunnel, it is possible to simultaneously synchronize the cross section between the rear intersection of the guide pit and the front intersection of the guide pit in the main tunnel tunnel The construction of the tunnel section can effectively improve the construction efficiency and shorten the construction period. In addition, there is a large gap between the roundabout guide pit and the tunnel main tunnel, so it does not affect the construction of the tunnel main tunnel, and the construction process of the roundabout pilot pit is easy to control, and the construction process is safe and reliable.

5. The drainage effect is good and the practical value is high. The "high-level drain hole" is added on the side of the tunnel main tunnel. At the same time, the roundabout guide pit and the drain hole formed on the same side of the tunnel are complementary in terms of drainage capacity, and they are discharged to the maximum extent. Water is distributed in the fault to ensure the safety of the construction of each palm face. A high-level discharge tunnel is used to reduce the water pressure and drainage in the fault, creating conditions for grouting reinforcement, ensuring the fault reinforcement effect, and quickly completing the curtain grouting water-stop operation. At the same time, the use of increased roundabout guide pits to provide new construction work surface, improve the construction efficiency of the tunnel fault zone, and effectively save the construction period.

6. The main tunnel of the tunnel is excavated by a three-step four-step excavation method. The construction is simple, the construction speed is fast, and the construction process is safe and reliable.

7. The adopted tunnel advance support structure has reasonable design, simple construction, good use effect and high practical value. The combination of the pipe shed advance support and the advance small pipe grouting support is used to integrate the tunnel arch and the side wall. Supporting can effectively improve the overall stability and reliability of the tunnel and ensure the safety of the construction, so it can achieve the same reinforcement effect of full-section curtain grouting, but compared with the full-section curtain grouting reinforcement, it can greatly improve the construction Efficiency, reduce construction period and construction cost.

8. The adopted advanced pipe shed support structure can integrally strengthen the entire tunnel segment arch and the upper wall of the side wall, and the side wall of the lower end of the tunnel wall is provided at the rear end of the tunnel segment to reinforce the side wall. The small pipe grouting support structure enables the arch and side walls at the rear end of the tunnel section to be stably supported, and can effectively solve the side walls on the left and right sides of the rear end of the tunnel section affected by the horizontal pressure generated after the tunnel excavation The lower part is prone to compressive deformation, settlement and other problems, and can stably support the tunnel arch wall.

9. The advanced small pipe grouting support structure used is reasonable in design, simple in construction and good in use. The tunnel arch and the lower parts of the left and right side walls are respectively reinforced by the advanced small pipe grouting and form a stable arch wall The load-bearing ring can effectively improve the self-stability of the rock layer around the cave body, and can effectively save construction costs and time. At the same time, the construction equipment is simple, and the initial support construction is carried out in time after the tunnel is entered into the tunnel, and the process is closely connected. In addition, the disturbance to the surrounding rock layers during the support process is small, and the construction cost is low. It can effectively solve the problems of compressive deformation and settlement under the left and right side walls of the tunnel affected by the horizontal pressure generated after the tunnel excavation. Can stably support the tunnel arch wall.

10. The adopted steel bracket is simple in structure, reasonable in design, simple in erection and high in construction efficiency. It can support the tunnel tunnel with full-section support, which is stable and reliable. It can be easily assembled during actual tunnel excavation to meet the tunnel tunnel. Sectional support requirements for the block, so that the initial support of the upper cave body is not affected by the initial support construction of the middle and lower cave bodies, and the initial support of the middle cave body is not affected by the initial support construction of the lower cave body. In addition, the initial support for the upper and middle caves is carried out immediately after the excavation is completed, so the support is timely and stable, plus the tunnel has not been fully excavated at this time, so the upper and middle tunnels The support stability of the initial support structure is further ensured, and the initial support process in the upper and middle tunnels is easier to carry out, and the support is stronger and more conducive to tunnel construction safety.

11. The anchor rock system is used to fix the tunnel tunnel surrounding rock in full cross-section to further improve the initial support stability. In addition, the anchor system is connected to the steel arch frame to further improve the overall stability, and at the same time, the construction is simple. Therefore, the combined support frame (ie, steel arch frame) and the temporary support structure that are easy to disassemble are used to layer support the tunnel tunnel excavated by the step method, and the outside of the tunnel tunnel is integrally reinforced by the anchor system , It can stabilize the large-section tunnel to ensure construction safety.

12. The adopted double-layer initial supporting structure is designed reasonably, and it is convenient to manufacture, install and arrange, and the construction cost is low.

13. The adopted double-layer initial support structure is simple in construction, high in construction efficiency, good in use effect, and high in practical value, which can meet the initial support needs of the tunnel with steep dip thrust and water-rich faults of detrital rock, and the steel arch Compared with the grid steel frame support system, the frame support system has obvious advantages. The rigid support structure is formed by combining the steel arch frame and the grid steel frame to form the rigid support structure. The steel arch frame and the grid steel frame are combined to form the rigid support structure. In the concrete spray layer, the steel arch is embedded in the concrete double spray layer and it is supported inside the concrete primary spray layer. The grid steel frame is embedded in the concrete inner spray layer and supported inside the concrete double spray layer. The combination of spraying layer, concrete double spraying layer and concrete internal spraying layer can effectively protect the rigid support structure, and can effectively improve the support strength of the rigid support structure, and convert the rigid support structure into a longitudinal full-section continuous support structure to ensure Later the tunnel structure is safe. At the same time, the outer primary support structure and the inner primary support structure are independent of each other and do not affect each other, and each fully exerts its own supporting role; at the same time, the outer primary support structure and the inner primary support structure complement each other and can work together. Deformation provides stable support for the tunnel. The two mutually restrict each other. The outer primary support structure provides timely support after excavation and is jointly stressed with the anchor system to ensure that the tunnel provides strong full-section support after excavation. The inner layer primary support structure supplements the outer layer primary support structure to ensure the overall stability of the later tunnel structure.

14. The excavation method is designed reasonably, the construction is simple and the effect is good. The three-step four-step excavation method is used for excavation. The double-layer initial supporting structure with a specific structure can ensure the stability of the tunnel structure after excavation and excavation cross section With fewer blocks, it can effectively reduce the construction difficulty and reduce construction risks. At the same time, the advanced support method adopted is designed rationally, and it is not necessary to grouting the full-section curtain of the tunnel, which can greatly reduce the construction cost, save the construction period, and ensure the construction safety.

15. The tunnel emergency escape system adopted is simple in structure, reasonable in design, simple in construction, and low in investment cost. The tunnel emergency escape system forms a stable high-level escape channel by splicing the three high-level side escape channel segments arranged in the tunnel's main tunnel and the longitudinal connection frame, and at the same time, it is separately arranged in each auxiliary tunnel intersecting the tunnel's main tunnel Auxiliary tunnel emergency escape system connected with high-level escape channel, so that the escape personnel at each position in the tunnel's main tunnel and auxiliary tunnel can quickly move out of the tunnel after climbing to a high position by using a ladder, and will not affect the tunnel's main tunnel and auxiliary tunnel Normal traffic.

16. The high-level escape platform in the tunnel's main tunnel has reasonable structural design, simple construction and good use effect. Three high-side escape channel sections on the side of the tunnel are joined with the longitudinal connecting frame to form a coherent high-level escape channel in the tunnel's main tunnel. Personnel can quickly move out of the cave after climbing to the high-level escape passage with the aid of an inclined ladder, and the longitudinal connecting frame will not affect the passage between the auxiliary tunnel and the tunnel's main tunnel. In addition, the high-level escape channel is a coherent and stable platform. After climbing up the platform through an inclined ladder, the escape personnel will move to a high position, and provide a convenient and fast walking platform for the escape personnel, which can not only provide multiple people at the same time. It is used, and the escape personnel move quickly, can easily and quickly run out of the cave, more safe and reliable.

17. The tunnel emergency escape device in the auxiliary tunnel has a reasonable structural design, simple construction and good use effect. When a large sudden water gush occurs in the auxiliary tunnel, the operator can quickly move the high position of the tunnel's main tunnel with the help of emergency ladders and safety ropes Escape the platform and quickly move out of the cave.

18. The high-level escape platform in the tunnel main tunnel and the tunnel emergency escape device in the auxiliary tunnel are connected to each other and can be effectively used together, so that the escape personnel at each position in the main tunnel tunnel and the auxiliary tunnel can quickly climb to a high position by means of a ladder Move to the outside of the cave and use it safely and reliably. Even if you have no time to escape from the tunnel, you can wait for rescuers on the emergency ladder or diagonal ladder or grab the safety rope without being washed away by the gushing water, effectively reducing drowning.

19. Wide range of application, can be effectively used in the construction of shotcrete-anchor tunnels or underground structures with similar characteristics under the conditions of clastic rock water-rich sand faults, complex stratum structure, and large amount of water inrush and sand inrush.

In summary, the method of the present invention has simple steps, reasonable design, simple construction, and good use effect. The high-level drain hole between the main tunnel tunnel and the roundabout guide pit discharges the water supply on the upper wall of the fault, and at the same time, it passes through the tunnel before the tunnel. The detour guide pits excavated by the cave are used for auxiliary drainage and the fault in front of the front face of the Zhengdong cave is detected in advance, which can maximize the discharge of water in the fault, reduce the water pressure in the front of the face, and ensure the construction of each face Safe, the three-step method is used to excavate the tunnel main tunnel, and after excavation, the double-layer initial support structure is used to support the tunnel cross-section to ensure the safety of the tunnel structure in the later period. Shorten the construction period.

The technical solutions of the present invention will be further described in detail below through the accompanying drawings and embodiments.

BRIEF DESCRIPTION

Figure 1 is a block diagram of the construction method of the present invention.

FIG. 2 is a schematic view of the construction state of the front drain hole of the present invention before construction.

Fig. 3 is a schematic diagram of the construction state after the construction of the front drain hole body of the present invention is completed.

FIG. 4 is a schematic diagram of the layout positions of the tunnel’s main tunnel, detour guide pit, and discharge tunnel of the present invention.

FIG. 5 is a schematic structural view of the main tunnel in the middle tunnel section of the present invention.

FIG. 6 is a schematic view of the layout position of the drainage hole group of the guide pit on the roundabout guide pit before the construction of the front guide pit section of the present invention.

7 is a schematic view of the cross-sectional structure of the present invention.

FIG. 8 is a schematic diagram of the longitudinal section structure of the present invention.

9 is a schematic diagram of the layout positions of the tube shed tube mounting holes and the side mounting holes on the tube shed guide frame of the present invention.

FIG. 10 is a schematic diagram of the layout positions of the arch mounting holes and the side mounting holes on the small catheter guide frame of the present invention.

11 is a schematic diagram of the rear end of the pipe shed pipe and the side wall grouting small pipe on the initial structure of the tunnel of the present invention.

12 is a schematic view of the rear end of the grouting small pipe in the arch of the initial structure of the tunnel of the present invention and the rear end of the grouting small pipe in the side wall.

13 is a schematic structural view of the steel arch and anchor system of the present invention.

14 is a schematic structural view of a medium-sized steel arch frame and a grid arch frame of the initial supporting structure of the present invention.

15 is a schematic diagram of the structure of the initial support structure and the secondary lining of the tunnel of the present invention.

16 is a schematic view of the layout position of the grid arch of the present invention.

17 is a schematic structural view of a first longitudinal reinforcing bar connection structure and a second longitudinal reinforcing bar connection structure of the present invention.

18 is a schematic structural view of the open connection frame of the present invention when it is in a closed state.

FIG. 19 is a schematic structural view of the open connection frame of the present invention when it is in an open state.

20 is a schematic structural view of the longitudinal support system of the tunnel and the pedestrian platform on the side wall of the present invention.

21 is a schematic structural view of a high-level escape channel bracket of the present invention.

FIG. 22 is a schematic diagram of the layout positions of the high-level escape passage bracket and the oblique climbing ladder in the main tunnel of the present invention.

FIG. 23 is a schematic diagram of the layout position of the auxiliary tunnel emergency escape system in the discharge tunnel of the present invention.

24 is a schematic structural view of an emergency escape device of a tunnel in a discharge tunnel of the present invention.

Reference sign description:

1—Circular guide pit; 1-11—Left guide hole; 1-12—Right guide hole;

1-2—the central cave; 1-3—the lower cave; 2-the drain hole;

3—back tunnel section; 4- front tunnel section; 5- tunnel section in the middle;

6—High angle thrust water-rich and sand-rich fault;

7—Water collecting pit; 8—Drainage hole in the arch; 9—Drainage hole in the side wall;

10—Blocking wall in the hole; 11—Blocking wall in the guide pit; 12—Blocking wall in the main hole;

13—inclined shaft; 14-1—the initial supporting structure of the first tunnel;

14-2—The initial supporting structure of the second tunnel;

14-3—The initial supporting structure of the third tunnel;

15-1—Second lining of the first tunnel;

15-2—Second lining of the second tunnel;

15-3—Second lining of the third tunnel;

19—side drainage hole; 21—main tunnel hole.

22—Small pipe for grouting in the arch 23—Small pipe for grouting in the side wall;

24-1—Temporary vertical support column; 24-2—Temporary vertical arch support;

25-shaped steel arch frame; 25-1—concrete re-spray layer;

25-2—Preliminary spraying layer of concrete; 25-3—Grid steel frame; 25-4—Upper arch frame;

25-41—Left arch; 25-42—Right arch;

25-5—Tunnel arch support; 25-6—The first longitudinal reinforcement connection structure;

25-8—Inner spraying layer of concrete; 25-9—Side bracket; 26—Small pipe installation hole;

28—pipe shed pipe; 29—pipe shed pipe installation hole; 30—concrete plugging wall;

31—Section of rock layer; 32—Foot anchor pipe for arch; 33—Foot anchor pipe for locking;

34—Middle-locked anchor pipe; 35—Lower-locked anchor pipe; 36—Secondary lining of the tunnel;

37—Inner layer primary support structure; 38—Outer layer primary support structure; 39—Waterproof layer;

40—Reinforcement; 42—Auxiliary tunnel;

43—High-level escape channel bracket; 43-1—Triangle bracket; 43-2—Vertical bar;

43-3—Anchored steel bar; 44—Pedestrian platform beside the side wall;

45—Filling layer of the vertical arch of the main cave; 26—Flip bracket;

46-1—Pedestrian platform on the side of the hole; 46-2—Support frame; 47—Vertical railing;

48—Flip rope; 49—Lower guide pulley; 50—Upper left guide pulley;

51—upper right guide pulley; 52—winch; 53—inclined ladder;

54—Emergency ladder; 55—Safety rope; 58—Connecting rope;

59—Guide wheel.

detailed description

As shown in FIG. 1, a method for constructing a high-angle thrust water-rich and sand-rich fault tunnel. The main tunnel 21 of the constructed tunnel is divided into a rear tunnel section 3 and a front tunnel located in front of the rear tunnel section 3 Section 4 and the middle tunnel section 5 connected between the rear tunnel section 3 and the front tunnel section 4 and passing through the water-rich and sand-rich fault 6 from a high angle, see Figure 2, Figure 3 and Figure 4 for details; A detour guide pit 1 and a drain hole 2 are provided on the same side of the main hole 21, and the detour guide pit 1 and the drain hole 2 are tunnel tunnels that cross the high-angle thrust water-rich and sand-rich fault 6 from back to front; The detour guide pit 1 is a detour guide pit formed by excavation between the rear tunnel section 3 and the front tunnel section 4, the detour guide pit 1 and the tunnel main hole 21 are arranged on the same horizontal plane; The roundabout guide pit 1 is divided into a rear guide pit section, a middle guide pit section and a front guide pit section from back to front, the front guide pit section is located in front of the rear guide pit section, and the middle guide pit section The section is connected between the rear guide pit section and the front guide pit section, the middle guide pit section and the tunnel main hole 21 are arranged in parallel, and the rear end of the rear guide pit section and the rear tunnel section 3 intersects and the intersection of the two is the rear guide pit intersection, the front end of the front side pit section intersects the front tunnel section 4 and the intersection of the two is the front guide pit intersection; the rear side pit section Located on the back side of the central tunnel section 5;

The drain hole 2 includes a rear hole body and a front hole body located in front of the rear hole body and arranged in parallel with the tunnel front hole 21, the front hole body is located above the tunnel front hole 21 And it is located between the tunnel main hole 21 and the middle guide pit section, the rear side cave body is a tunnel cave gradually inclined upward from the front to the rear; the rear end of the rear side cave body and the rear tunnel section 3 Intersect and the intersection of the two is a spillway intersection, the rear pit intersection and the spillway intersection are located at the rear side of the central tunnel section 5, the spillway intersection and the rear side The holes are all located behind the intersection behind the guide pit;

The front cave is divided into a rear cave and a front drain cave located on the front side of the rear cave and passing through the high-angle thrust water-rich and sand-rich fault 6, the rear cave and The rear cavity in the front cavity constitutes the drainage cavity of the water discharge cavity 2;

The middle guide pit section is divided into a rear guide pit section and a front guide pit section located at the front side of the rear guide pit section and passing through the high-angle thrust water-rich and sand-rich fault 6, the rear guide pit section The section and the rear guide pit section of the middle guide pit section constitute a rear roundabout guide pit section of the roundabout guide pit 1;

Step 1. Preliminary excavation and support construction of the rear tunnel section: excavation of the tunnel section in the rear tunnel section 3 located behind the intersection of the spillway along the longitudinal extension of the tunnel, and Support the excavated rear tunnel section 3 from back to front;

Step 2: Simultaneous excavation and support construction of the rear tunnel section and the drainage tunnel body: When the rear tunnel section 3 is excavated to the location of the intersection of the drainage tunnel, the longitudinal extension direction of the tunnel is from Backward and forward excavation of the tunnel section in the rear tunnel section 3 located between the intersection of the spillway and the rear intersection of the guide pit, while starting from the intersection of the spillway Excavate the drainage tunnel body of the drainage tunnel 2 and support the excavated rear tunnel section 3 and the drainage tunnel 2 from front to back;

Step 3: Excavation and support construction of the back tunnel section, the drainage tunnel drainage body and the back roundabout guide pit section: when the back tunnel section 3 is excavated to the position of the intersection behind the guide pit , Along the longitudinal extension direction of the tunnel, excavate the tunnel section in the rear tunnel section 3 located in front of the intersection behind the guide pit from the front to the front, and excavate the rear tunnel section 3 formed from the front to the back Support; at the same time, continue excavation of the drainage hole of the drain hole 2 and excavate the back detour guide pit section of the detour guide pit 1 from the front to the back of the guide pit Construction, and support the excavated drainage hole 2 and the roundabout guide pit 1 from back to front;

The length of the front drain tunnel, the front tunnel section and the middle tunnel section 5 are all the same and the three are arranged in parallel, the front drain tunnel, the front tunnel section and the middle section The tunnel segments 5 are divided into multiple tunnel segments from back to front, and the lengths of the multiple tunnel segments are the same;

Each of the outside drainage hole groups includes one or more rows of arch drainage holes 8 and a plurality of rows of side wall drainage holes 9 arranged from back to front. Multiple rows of arch drainage holes 8 are along the front side The longitudinal extension direction of the cave is arranged from back to front; each row of the arch drain holes 8 includes a plurality of arch drain holes 8 arranged from left to right outside the arch of the front drain hole body, Each of the arch drain holes 8 is a borehole drilled into the high-angle thrust water-rich sand-rich fault 6 from back to front, and each of the arch drain holes 8 is gradually inclined upward from back to front; The openings of all the arch drain holes 8 in each row of the arch drain holes 8 are arranged on the same cross-section of the front side cavity;

As shown in FIG. 6, each row of the side wall drainage holes 9 includes left and right two sets of side wall drainage holes 9 symmetrically arranged on the outside of the left and right side walls of the front drain hole body, and two sets of the sides One set of the side wall drainage holes 9 in the wall drainage hole 9 is located above the tunnel main hole 21, and the other set of the side wall drainage holes 9 is located above the roundabout guide pit 1; each set of the side wall drainage holes 9 includes multiple Side wall drainage holes 9 arranged from top to bottom, each of the side wall drainage holes 9 is arranged horizontally; the openings of all the side wall drainage holes 9 in each row of the side wall drainage holes 9 are all arranged in the The same cross-section of the front side cave body; each of the side wall drainage holes 9 is a borehole drilled into the high-angle thrust water-rich sand fault 6 from back to front;

Step A1. Drainage hole construction: use a drilling machine to drill the arch drainage hole 8 and the side wall drainage hole 9 of the drainage hole group outside the hole in the tunnel segment respectively to obtain the construction-formed drainage hole group ;

Step A3, excavation and support: excavate the tunnel segment along the longitudinal extension direction of the tunnel from back to front, and support the excavated discharge tunnel 2;

After the excavation and support of a plurality of the tunnel sections of the front drain hole body are completed, the construction process of the drain hole 2 is completed;

Each of the guide hole drainage hole groups includes a plurality of rows of side drainage holes 19 arranged from back to front. Each row of the side drainage holes 19 includes a plurality of side drainage holes 19 arranged from top to bottom. Each of the side drainage holes 19 is arranged horizontally; the openings of all the side drainage holes 19 in each row of the side drainage holes 19 are arranged on the same cross section of the front guide pit section; each Each of the lateral drainage holes 19 is a borehole drilled into the high angle thrust water-rich and sand-rich fault 6 from back to front;

Step B1. Drainage hole construction: use a drilling machine to drill the side drainage holes 19 of the guide pit drainage hole group in the tunnel segment respectively to obtain the construction formed guide pit drainage hole group;

Step B3. Excavation and support: excavate the tunnel segment from the back to the front along the longitudinal extension of the tunnel, and support the rounded guide pit 1 formed by excavation; in this step, the front guide The palm face of the pit section is located behind the palm face of the front drain hole;

When excavating and supporting the central tunnel section 5, excavating and supporting the multiple tunnel sections of the central tunnel section 5 from the back to the front, and excavating the multiple tunnel sections And support construction methods are the same;

The tunnel main hole 21 of the middle tunnel section 5 is divided into an upper hole, a middle hole 1-2 and a lower hole 1-3 from top to bottom, and the upper hole is divided into left guide holes 1-11 and The right guide hole 1-12 located on the right side of the left guide hole 1-11, see Figure 7 and Figure 13 for details;

As shown in FIGS. 14, 15 and 16, the initial supporting structure of the middle tunnel section 5 is a double-layer initial supporting structure, and the double-layer initial supporting structure includes a layer sprayed on the inner wall of the tunnel main hole 21 The first concrete spray layer 25-2 formed by the concrete on the top, the multi-layered steel arch frame 25 supporting the main tunnel 21 and supported on the inside of the concrete first spray layer 25-2, and one layer sprayed on the first concrete spray layer The concrete double-spray layer 25-1 formed by the concrete on 25-2, the multi-layer support the tunnel main hole 21 and the grid steel frame 25-3 supported by the inner side of the concrete double-spray layer 25-1 and the The concrete internal spray layer 25-8 formed by the concrete sprayed on the concrete double spray layer 25-1, the profiled steel arch 25 and the grid steel frame 25-3 are all supports for the full cross section support of the tunnel main hole 21 The steel protection frame and the shape of the two are the same as the cross-sectional shape of the main tunnel 21 of the tunnel; the cross-sectional shapes of the primary concrete spraying layer 25-2, the concrete double spraying layer 25-1 and the concrete internal spraying layer 25-8 are all The cross-sectional shape of the main tunnel 21 is the same; the structure of the multi-shaped steel arch 25 is the same and it is laid out from the front to the back along the longitudinal extension of the tunnel. The multi-shaped steel arch 25 is tightly connected by the longitudinal connection structure The solid connection is integrated; the structure of the grille steel frame 25-3 is the same, and the number of the grille steel frame 25-3 is the same as the number of the steel arch 25, each inside the steel arch 25 The grid steel frame 25-3 is evenly distributed, and each of the profiled steel arch frame 25 and the grid steel frame 25-3 arranged on the inner side thereof are distributed on the same tunnel cross section of the tunnel main hole 21; The profiled steel arches 25 are all embedded in the concrete re-spray layer 25-1, and the thickness of the concrete re-sprayed layer 25-1 is greater than the thickness of the profiled steel arch 25; Buried in the internal spraying layer 25-8 of concrete, the thickness of the internal spraying layer 25-8 is greater than the thickness of the grid steel frame 25-3; the multiple steel arches 25 are evenly distributed, adjacent to each other The distance between the steel arches 25 is d and the value of d ranges from 0.8m to 1.2m;

In the double-layer initial supporting structure, the primary concrete spraying layer 25-2, the multiple steel arches 25 and the concrete multiple spraying layer 25-1 constitute an outer primary supporting structure 18, and the concrete internal spraying layer 25 -8 and the above-mentioned grid steel frame 25-3 form an inner primary support structure 37 located inside the outer primary support structure 38;

As shown in FIG. 13, each of the shaped steel arches 25 is supported by an arch wall supporting arch for supporting the arch wall of the main tunnel 21 and a tunnel arch support 25 for supporting the bottom of the main tunnel 21 -5 spliced together, the tunnel upward arch support 25-5 is located directly under the arch wall support arch and the two are on the same tunnel cross section, the tunnel upward arch support 25-5 and the arch wall The support arch forms a closed full-section bracket; the arch wall support arch consists of a pair of upper arches 25-4 located in the upper cavity and two symmetrically arranged under the left and right sides of the upper arch 25-4 The side brackets 25-9 are spliced together. The two side brackets 25-9 are located in the middle cave 1-2; the tunnel invert arch bracket 25-5 is located in the lower cave 1-3. The left end of the tunnel upward arch bracket 25-5 is fastened to the bottom of one of the side brackets 25-9, and the right end of the tunnel upward arch bracket 25-5 is fastened to the bottom of the other side bracket 25-9 Connection; the upper arch 25-4 is formed by splicing the left arch 25-41 in the left guide hole 1-11 and the right arch 25-42 in the right guide hole 1-12;

When excavating and supporting any of the tunnel sections in the middle tunnel section 5, the following steps are included:

Step F11. Excavation of the left-side guide tunnel and initial support of the outer layer: excavation of the left-side guide tunnel 1-11 of the currently excavated tunnel segment along the longitudinal extension direction of the tunnel;

During the excavation of the left guide hole 1-11, a layer of concrete is sprayed on the inner wall of the left guide hole 1-11 formed from the back to the front to obtain the initial sprayed layer of concrete in the left guide hole 1-11 25-2, and install the left arch 25-41 in the left guide tunnel 1-11 formed from the back to the front, and make the left arch 25-41 stand on the primary concrete spraying layer 25-2 At the same time, a layer of concrete is sprayed on the concrete primary spray layer 25-2 with the left arch 25-41 on the inside to obtain the concrete re-spray layer 25-1 in the left guide hole 1-11, and the left side The arch 25-41 is buried in the concrete re-spray layer 25-1 to complete the construction process of the inner and outer primary support structure 38 of the left guide hole 1-11;

Step F12. Excavation of the right guide tunnel and initial outer support: during the excavation of the left guide tunnel 1-11 described in step F11, the tunnel section is excavated from back to front along the longitudinal extension of the tunnel The right side guide hole 1-12 of the section is excavated to obtain the excavated upper hole body;

During the excavation of the right guide hole 1-12, a layer of concrete is sprayed on the inner wall of the right guide hole 1-12 formed from the back to the front to obtain the initial sprayed layer of concrete in the right guide hole 1-12 25-2, and install the right arch 25-42 in the excavated right guide hole 1-12 from the back to the front, so that the right arch 25-42 stands on the inside of the primary concrete spray layer 25-2 And the right side arch 25-42 and the left side arch 25-41 are tightly connected as a whole to obtain the upper arch 25-4 formed by construction; at the same time, the right side arch 25-42 is supported on the inner side Spray a layer of concrete on the primary concrete spraying layer 25-2 to obtain the concrete double spraying layer 25-1 in the right guide hole 1-12, and bury the right arch 25-42 in the concrete double spraying layer 25-1. Complete the construction process of the inner and outer primary support structures 38 of the upper cave;

During the excavation in this step, the palm face of the right guide hole 1-12 is located behind the palm face of the left guide hole 1-11;

Step F2. Excavation of the central cave and initial support of the outer layer: During the excavation of the upper cave in step F1, the current direction of the tunnel is extended from back to front under the upper cave that has been excavated and shaped. Excavate the central cave 1-2 of the excavated tunnel segment;

During the excavation of the middle cave 1-2, a layer of concrete is sprayed on the inner wall of the excavated middle cave 1-2 from back to front to obtain the initial concrete spray layer 25-2 in the middle cave 1-2 , And install side brackets 25-9 on the left and right sides of the excavated middle cavity 1-2 from back to front, so that the side brackets 25-9 stand on the inside of the primary concrete spray layer 25-2 and make each Each of the side brackets 25-9 is tightly connected with the upper arch 25-4 in step F12; at the same time, sprayed on the initial concrete spray layer 25-2 with the side brackets 25-9 on the inside A layer of concrete obtains the concrete re-spray layer 25-1 in the middle cave 1-2, and the side brackets 25-9 are buried in the concrete re-spray layer 25-1 to complete the initial support of the inner and outer layers of the middle cave 1-2 The construction process of structure 38;

The left and right side brackets 25-9 in the middle cave 1-2 are connected to the upper arch 25-4 in step F12 to form an arched wall arch;

During the excavation in this step, the palm face of the central hole 1-2 is located behind the palm face of the right guide hole 1-12 in step F12;

Step F3. Excavation of the lower cave and initial support of the outer layer: during the excavation of the middle cave in step F2, the length of the tunnel extends from the front to the bottom under the excavated middle cave 1-2 Excavate the lower holes 1-3 of the currently excavated tunnel segment to obtain the excavated tunnel main hole 21;

During the excavation of the lower cave 1-3, a layer of concrete is sprayed on the inner wall of the excavated lower cave 1-3 from back to front to obtain the initial concrete spray layer 25-2 in the lower cave 1-3 , And install the tunnel back arch bracket 25-5 from the back to the front in the excavated lower tunnel 1-3, so that the tunnel back arch bracket 25-5 stands on the inner side of the primary concrete spray layer 25-2 and the tunnel is raised The arch support 25-5 is connected with the arch wall arch described in step F2 to form a steel arch 25; at the same time, a layer of concrete is sprayed on the initial sprayed layer 25-2 of the concrete with the tunnel upward arch support 25-5 to obtain the lower part The concrete double-spray layer 25-1 in the cave body 1-3, and the tunnel back arch bracket 25-5 is buried in the concrete double-spray layer 25-1 to complete the construction process of the primary support structure 38 in the inner and outer layers of the main tunnel 21;

During the excavation in this step, the palm face of the lower hole 1-3 is located on the back side of the palm face of the central hole 1-2 in step F2;

Step F4. Inner layer initial support and secondary lining construction: During the excavation process in step F3, the grid steel frame 25-3 needs to be erected from the back to the inside of the outer layer primary support structure 38 that has been formed. A layer of concrete is sprayed on the outer primary support structure 38 with the grille steel frame 25-3 on the inside from the back to the front to obtain the inner spray layer 25-8 of the concrete, and the grille steel frame 25-3 is buried in the concrete Within the spray layer 25-8, the construction process of the inner primary support structure 37 is completed, and the double-layer initial support structure formed by construction is obtained;

In the initial support process of the inner layer in step F4, a secondary lining 36 of the tunnel is constructed from the back to the inside of the double-layer initial support structure that has been formed, to complete the excavation and support process of the tunnel segment;

Step 5. Excavation and support construction of the front tunnel section: the front tunnel section 4 is divided into a front tunnel section located in front of the front intersection of the guide pit and a back section located in front of the front intersection of the guide pit Rear tunnel section;

After the excavation of the front guide pit section in Step 4 is completed, the front guide pit section is excavated from back to front, and the rounded guide pit 1 formed by excavation is supported from back to front. Until the completion of the roundabout guide pit excavation 1 and support process;

After the excavation of the roundabout guide pit 1 is completed, the front tunnel section of the front side tunnel section 4 is excavated along the longitudinal extension direction of the tunnel, and the front tunnel section formed by excavation is formed from back to front Support is carried out; at the same time, the rear tunnel section of the front tunnel section 4 is excavated from front to back along the longitudinal extension direction of the tunnel, and the rear tunnel section formed by excavation is supported from front to back.

In this embodiment, the front discharge tunnel body, the front pit guide section and the central tunnel section 5 are all divided into N tunnel sections from back to front, where N is the tunnel section in the middle tunnel section 5 The total number of segments, N is a positive integer and N ≥ 2;

After the drainage process of the i-th tunnel segment in the front guide pit segment is completed, proceed to step B1 to excavate the i-th tunnel segment of the front drain tunnel and Drainage construction;

After the drainage process of the i-th tunnel segment in the front pit section is completed, curtain grouting reinforcement is performed on the i-th tunnel segment in the middle tunnel section 5; after the middle tunnel section 5 After the curtain grouting reinforcement of the i-th tunnel segment in the middle is completed, the i-th tunnel segment in the middle tunnel segment 5 is excavated and supported.

In this way, after the drainage of the i-th tunnel segment in the front guide pit segment is completed, curtain grouting reinforcement of the i-th tunnel segment in the middle tunnel segment 5 can greatly reduce The curtain grouting reinforcement construction of the i-th tunnel section in the small middle tunnel section 5 is difficult, and improves the reinforcement construction efficiency, shortens the construction period, saves construction costs, and can ensure construction safety.

In addition, since the curtain grouting reinforcement of the i-th tunnel section in the middle tunnel section 5 is completed, the subsequent drainage process of the i-th tunnel section in the front discharge tunnel body will not affect the middle tunnel section The i-th tunnel segment in 5 causes an impact, and at the same time, it can facilitate the drainage of the i-th tunnel segment in the front discharge tunnel body more fully and the drainage speed is faster.

In this embodiment, after the drainage in step A2 is completed, the drainage process of the i-th tunnel segment in the front drain hole body is completed;

In this way, after the drainage process of the i-th tunnel segment in the front discharge tunnel body is completed, curtain grouting reinforcement is performed on the i-th tunnel segment in the front guide pit segment, which can Effectively reduce the difficulty of curtain grouting reinforcement of the i-th tunnel section in the front guide pit section, and improve the reinforcement construction efficiency, shorten the construction period, save construction costs, and at the same time ensure construction safety.

In this embodiment, the detour guide pit 1 is located at a position where the width of the high-angle thrust water-rich and sand-rich fault 6 is small, and because the excavation section of the detour guide pit 1 is small, the answer to the construction difficulty is reduced. The guide pit 1 and the tunnel main hole 21 are located on the same tunnel surface, and the fault condition at the same cross section of the tunnel main hole 21 can be proved in advance, which is convenient for guiding the later construction.

During actual construction, the length of each tunnel segment is L1 and the value range of L1 is 15m-25m. In this embodiment, L1=20m, and the value of L1 can be adjusted according to specific needs.

In this embodiment, the palm face of the middle tunnel section 5 in step 4 is located on the back side of the palm face of the front drain hole and the horizontal distance between the two is not less than L, the middle tunnel section The palm face of 5 is located on the back side of the palm face of the front guide pit section and the horizontal distance between the two is not less than L. In this way, the construction safety of each palm face can be guaranteed.

In this embodiment, the cross-sectional area s of the tunnel main hole 21 is greater than 100 m ² , and the cross-sectional area of the front drain hole body and the front guide pit section is not greater than s/2;

In step A3, when excavating the tunnel section of the front discharge tunnel, a full-section excavation method is used for excavation;

In step B3, when the tunnel section of the front guide pit section is excavated, the full-section excavation method is used for excavation. In this way, the construction speed can be effectively ensured.

In this embodiment, as shown in FIG. 5, the tunnel main hole 21 of the middle tunnel section 5 is divided into an upper hole, a middle hole 1-2 and a lower hole 1-3 from top to bottom. The body is divided into a left guide hole 1-11 and a right guide hole 1-12 located on the right side of the left guide hole 1-11;

When excavating any of the tunnel segments in the middle tunnel section 5 in step 4, the three-step four-step method is used for excavation. The process is as follows:

Step D1. Excavation of the upper cave and initial support, the process is as follows:

Step D11. Excavation of the left guide hole and initial support: excavation of the left guide hole 1-11 of the currently excavated tunnel section along the longitudinal extension direction of the tunnel;

During the excavation process, the left side of the excavated tunnel 1-11 is initially supported from back to front;

Step D12. Excavation of the right guide tunnel and initial support: During the excavation of the left guide tunnel 1-11 as described in step D11, the tunnel section along the longitudinal extension of the tunnel is synchronized from back to front. Excavate the right guide hole 1-12 to obtain the upper hole formed by excavation;

During the excavation process, the initial support for the right side guide tunnel 1-12 formed by excavation is carried out from back to front;

In this step, the palm surface of the right guide hole 1-12 is located behind the palm surface of the left guide hole 1-11;

Step D2. Excavation of the middle cave and initial support: during the excavation of the upper cave in step D1, the current excavation is performed under the upper cave that has been excavated along the longitudinal extension of the tunnel Excavate the central cave 1-2 of the tunnel section for excavation;

During the excavation process, initial support for the excavated middle cavity 1-2 is made from back to front;

In this step, the palm face of the middle hole 1-2 is located behind the palm face of the right guide hole 1-12 in step D12;

Step D3, excavation of the lower cave and initial support: during the excavation of the central cave in step D2, the rear of the tunnel is formed under the excavated central cave 1-2 from the front to the rear Excavate the lower holes 1-3 of the tunnel segment to obtain the excavated tunnel main hole 21;

During the excavation process, the lower tunnels 1-3 formed by excavation are initially supported from back to front to complete the initial tunnel support process of the main tunnel 21;

In this step, the palm face of the lower hole 1-3 is located on the back side of the palm face of the middle hole 1-2 in step D2.

It can be seen from the above that the main tunnel 21 of the central tunnel section 5 is excavated by the three-step four-step excavation method. Due to the sufficient pressure and water reduction in the early stage, the tunnel structure during the excavation process is stable and the excavation section is divided. Less blocks can effectively reduce the difficulty of construction and reduce construction risks.

According to common knowledge in the art, advanced curtain grouting refers to the comprehensive reinforcement of a certain range of soil in front of the tunnel, forming a water-proof curtain around the excavation area to prevent groundwater seepage from bringing greater risks to tunnel construction. When the invention is used for grouting an advanced curtain, the grouting for an advanced curtain is performed on the rock layer in front of the palm face of each tunnel segment according to the conventional method of grouting the advanced curtain.

In this embodiment, when performing curtain grouting reinforcement on any of the tunnel sections in the front guide pit section and the middle tunnel section, conventional full-section curtain grouting reinforcement is used. Before excavating any one of the tunnel sections in the front discharge tunnel, curtain tunnel grouting reinforcement is used for the tunnel section, and conventional full-section curtain grouting reinforcement is used.

Wherein, the detour guide pit 1 and the tunnel main hole 21 are arranged on the same horizontal plane means that the maximum excavation width of the detour guide pit 1 and the maximum excavation width of the tunnel main hole 21 are arranged on the same horizontal plane . The clear distance between the front side cavity and the tunnel main cavity 21 is 5m-10m. In this embodiment, the clear distance between the front side cavity and the main tunnel 21 is 7 m. During actual construction, the clear distance between the front side cave and the main tunnel 21 can be adjusted according to specific needs. Wherein, the clear distance between the front side cavity and the main tunnel 21 refers to the vertical distance between the bottom of the front side cavity and the top of the tunnel main cavity 21, and the bottom of the front side cavity is located in the tunnel Above the top of the main hole 21.

In this embodiment, as shown in FIG. 2, an inner plugging wall 10 is provided at the rear end of each tunnel segment in the front discharge tunnel body, and the inner plugging wall 10 and the front The side cave body is arranged vertically and it is a vertical sealing wall that blocks the front side cave body;

Before performing the drainage hole construction in step A1, it is also necessary to construct a blocking wall 10 in the back end of the tunnel segment. The plugging wall 10 in the tunnel is located behind the palm face of the tunnel segment The palm faces of the tunnel segments abut.

Before actually excavating any of the tunnel segments, a blocking wall 10 is provided in the rear end of the tunnel segment. The blocking wall 10 in the cave can also be used as a grouting wall when grouting the curtain of the tunnel segment in advance, so it has strong practicability.

In this embodiment, the front end faces of the front pit guide section, the front drain hole body and the middle tunnel section 5 are all located on the same plane.

In order to drain the water to the greatest extent, each of the guide pit segments is provided with a guide pit drainage hole group.

In this embodiment, as shown in FIG. 2, an inner sealing wall 11 of the guiding pit is provided at the rear end of each tunnel segment in the front guiding pit section, and the inner sealing wall 11 of the guiding pit and the central guide The pit section is arranged vertically and it is a vertical blocking wall that blocks the front side cave;

The blocking wall 11 in the guide pit is vertically arranged with the front guide pit section, and it is a vertical blocking wall that blocks the front guide pit section;

Before the construction of the drainage hole in step B1, a blocking wall 11 in the guide pit needs to be constructed. The built blocking wall 11 in the guide pit is located on the back side of the palm face of the tunnel section and is in contact with the palm of the tunnel section Face close. The blocking wall 11 in the guide pit can also be used as a grouting wall when grouting the curtain of the tunnel segment in advance, so it has strong practicability.

A front hole blocking wall 12 is provided at the front of the rear tunnel section 3, the front hole blocking wall 12 and the rear tunnel section 3 are vertically arranged, and it is a vertical direction for blocking the rear tunnel section 3 Plugging wall; the front hole plugging wall 12 and the rear end face of the high angle thrust water-rich and sand-rich fault 6 in the tunnel main hole 21 are close to each other, the plugging wall 10 in the hole and the plugging wall 11 in the guide pit are both It is laid parallel to the blocking wall 12 of the main hole.

In the front side tunnel body, the last inner tunnel sealing wall 10 at the rear end of the tunnel section is a rear end tunnel sealing wall, and the last guiding pit section at the rear end of the front pit section is in the guiding pit The plugging wall 11 is a back-end guide pit plugging wall, and the plugging wall in the back-end hole and the back-end guide pit plugging wall are arranged on the same vertical plane, and both are located in the main hole plugging wall 12 On the rear side, the clear distance between the sealing wall in the rear end hole and the sealing wall 12 in the front hole is 2m-5m. Wherein, the clear distance between the sealing wall in the rear end hole and the sealing wall 12 of the front hole refers to the front side wall of the sealing wall in the rear end hole and the rear side wall of the sealing wall 12 of the front hole The horizontal spacing between.

In this embodiment, in the front row of each tunnel segment in the front discharge tunnel body, a row of the arch drain holes 8 at the foremost side, the front end of each arch drain hole 8 is located The front end of the tunnel segment is the front side; the openings of all the arch drain holes 8 in each tunnel segment are located behind the rear end surface of the tunnel segment. In the row of the side wall drainage holes 9 at the forefront of each tunnel segment, the front end of each side wall drainage hole 9 is located in front of the front end of the tunnel segment; each of the tunnels The openings of all the side wall drainage holes 9 in the segment are located behind the rear end face of the tunnel segment. In this way, it can effectively ensure that all tunnel segments can be fully and effectively drained, and can ensure that sufficient and effective drainage can also be performed between two adjacent tunnel segments, effectively ensuring construction safety.

Before excavating any one of the tunnel segments of the front discharge tunnel, first plug the wall 10 in the construction tunnel at the rear end of the tunnel segment, and then outside the tunnel in the tunnel segment Drilling the drainage hole group; then using the drilled hole drainage hole group to drain the water, after the drainage is completed, the sealing wall 10 at the rear end of the tunnel segment is removed, and then the tunnel segment is excavated construction. The effective plugging by the plugging wall 10 in the cave can ensure that during the drainage process of the tunnel segment, an accident of water gushing and sand gushing occurs in the front side cave. In addition, after sufficient and effective drainage, excavation of the tunnel segment can effectively ensure construction safety.

In this embodiment, the openings of all the arch drain holes 8 in each tunnel segment of the front drain tunnel are located at the rear side of the sealing wall 10 in the tunnel at the rear end of the tunnel segment; each The orifices of all the side wall drainage holes 9 in the tunnel section are located in the holes at the rear end of the tunnel section to block the back side of the wall 10, so that the front-side holes that have been excavated during the effective drainage process Safety.

The opening of the arch drainage hole 8 is the rear port, and the opening of the side wall drainage hole 9 is the rear port.

In this embodiment, in the front row of each tunnel segment in the front pit section, a row of the side drainage holes 19 located at the foremost side, the front end of each side drainage hole 19 is located in the The front end of the tunnel segment is the front side; the openings of all the side drainage holes 19 in each tunnel segment are located behind the rear end surface of the tunnel segment. In this way, it can effectively ensure that all tunnel segments in the front guide pit segment can be fully and effectively drained, and can also ensure sufficient Effective drainage to effectively ensure construction safety.

Before excavating any one of the tunnel sections (also referred to as guide pit sections) of the front guide pit section, first construct a blocking wall 11 in the guide pit at the rear end of the guide pit section, and then Drilling the drainage hole group outside the hole in the guide pit segment; then using the drilled hole drainage hole group outside to drain the water, and after the drainage is completed, the inner wall of the guide hole at the rear end of the pit section is blocked with a wall 11 Carry out the demolition, and then excavate the guide pit segment. The effective blocking by the blocking wall 11 in the guide pit can ensure that during the drainage process of the guide pit segment, the water inflow and sand accidents occur in the front side cave. In addition, after sufficient and effective drainage, excavation of this guide pit segment can effectively ensure construction safety.

In this embodiment, the openings of all the side drainage holes 19 in each of the guide pit segments are located at the back of the wall 10 behind the guide pit segment, which can effectively drain The front-side cavity dug into shape is safe.

In this embodiment, the plugging wall 10 in the hole, the plugging wall 11 in the guide pit, and the plugging wall 12 in the main hole are all concrete walls with a thickness of 20 cm. During actual construction, the wall thicknesses of the plugging wall 10 in the cave, the plugging wall 11 in the guide pit, and the plugging wall 12 in the main hole may be adjusted accordingly according to specific needs.

In order to ensure the drainage effect, the length of the arch drainage hole 8 and the side wall drainage hole 9 entering the high-angle thrust water-rich sand fault 6 is not less than 10m. During actual construction, the length of the arch drain hole 8 and the side wall drain hole 9 into the high-angle thrust water-rich sand fault 6 can be adjusted according to specific needs.

In this embodiment, the front end face of the front side cave body and the front end face of the high-angle thrust water-rich and sand-rich fault 6 in the tunnel main hole 21 are on the same vertical plane.

In order to increase the construction speed and to ensure construction safety, the distance between the intersection behind the guide pit and the rear end face of the middle tunnel section 5 is 50m-100m. The distance between the intersection of the discharge tunnel and the rear end surface of the middle tunnel section 5 is 120m-180m. The distance between the front intersection of the guide pit and the front end surface of the middle tunnel section 5 is 20m-60m. In this embodiment, the distance between the intersection behind the guide pit and the rear face of the middle tunnel section 5 is 70m, and the distance between the intersection of the spillway and the rear face of the middle tunnel section 5 is 150m, and the guide The distance between the intersection in front of the pit and the front face of the middle tunnel section 5 is 40m. Among them, the rear end face of the middle tunnel section 5 is the front end face of the main tunnel sealing wall 12, and the front end face of the central tunnel section 5 is the front end face of the high angle thrust water-rich and sand-rich fault 6 in the tunnel main tunnel 21.

During actual construction, according to specific needs, the distance between the rear end of the guide pit and the rear end face of the middle tunnel section 5, the distance between the intersection of the spillway and the rear end face of the central tunnel section 5 and the guide pit The distance between the front intersection and the front face of the middle tunnel section 5 is adjusted accordingly.

To ensure construction safety, the plugging wall 10 in the tunnel is located behind the rear end face of the high-angle thrust water-rich and sand-rich fault 6 in the discharge tunnel 2.

In this embodiment, a slant well 13 is provided on the rear side of the water discharge tunnel 2. The front end of the slant well 13 intersects with the main tunnel 21 and the intersection of the two is a slant well intersection. The slant well intersection is located at The back side of the intersection of the drain hole; the inclined shaft 13 is a drainage channel for draining the water discharged from the drain hole 2 from the main tunnel 21;

When the preliminary excavation of the rear tunnel section is carried out in the first step, the tunnel section of the rear tunnel section 3 located behind the inclined shaft intersection is excavated in the longitudinal direction of the tunnel from back to front; After excavating the side tunnel section 3 to the position where the inclined shaft intersection is located, and then facing the rear tunnel section 3 at the intersection of the inclined shaft intersection and the discharge tunnel in the longitudinal extension direction of the tunnel from back to front Excavation of the tunnel section between, and excavation of the inclined shaft 13 from the intersection of the inclined shaft;

The arch drainage hole 8, the side wall drainage hole 9 and the side drainage hole 19 are all formation drainage holes;

In step A2, when draining through the drainage hole group outside the hole in step A1, the water is discharged into the drainage hole 2 through the drainage holes in each layer in the drainage hole group outside the hole, and then passes through the rear tunnel section 3 The tunnel section between the intersection of the inclined shaft and the intersection of the discharge tunnel discharges the water into the inclined shaft 13 and finally discharges the water through the inclined shaft 13 completed by excavation;

In step B2, when draining through the guide pit drainage hole group in step B1, the water is discharged into the roundabout guide pit 1 through each layer drainage hole in the guide pit drainage hole group, and then passes through the rear tunnel section 3 The tunnel section between the intersection of the inclined shaft and the intersection of the discharge tunnel discharges the water into the inclined shaft 13, and finally discharges the water through the inclined shaft 13 completed by excavation.

The diameter of the formation drainage hole is φ100mm-φ120mm, and the orifice of each formation drainage hole is coaxially installed with an orifice tube.

In this embodiment, an orifice tube is coaxially mounted on the orifice of each of the side drain holes 19.

As shown in FIG. 2, a water collecting pit 7 is provided in the rear tunnel section 3, and the water collecting pit 7 is located between the intersection of the drain hole and the intersection of the inclined shaft; the drain hole 2 is provided with a drainage ditch, which is arranged along the longitudinal extension direction of the drain hole 2; the rear end of the drainage ditch is communicated with the water collecting pit 7. At the same time, the drainage ditch is provided in the detour guide pit 1.

The orifice of each of the formation drainage holes is coaxially installed with an orifice tube. To facilitate drainage, the outer end of each of the orifice pipes is inserted into one of the formation drainage holes, and each of the orifices Connection flanges are installed on the inner ends of the pipes, and the inner ends of each of the orifice pipes are connected to the drainage pipe connected to the drainage ditch through the connection flange;

In step A2, when draining through the drain hole group outside the hole in step A1, the water is discharged into the drain pipe through the orifice pipe installed in the drain hole of each layer, and then the water is discharged to the drain through the drain pipe The drainage ditch in the cave 2 is drained into the sump 7 through the drainage ditch; after the excavation of the inclined well 13 is completed, the water in the sump 7 is discharged to the inclined well 13 through the inclined well 13 Outside.

In step B2, when draining through the drainage hole group of the guide pit in step B1, the water is discharged into the drainage pipe through the orifice pipe installed in the drainage hole of each layer, and then the water is discharged to the detour guide through the drainage pipe The drainage ditch in the pit 1 is discharged into the water collection pit 7 through the drainage ditch; after the excavation of the inclined well 13 is completed, the water in the collection pit 7 is discharged to the inclined well 13 through the inclined well 13 Outside.

In addition, a water pressure detection device is installed at the connection between the orifice pipe and the drainage pipe to monitor the drainage pressure of the drainage holes in various layers in real time. In this embodiment, a filter screen is arranged inside the orifice tube in a direction facing the water.

In this way, during actual drainage, the water in the front drain hole flows through the drainage pipe and is led by the drainage ditch to the sump 7 in the main tunnel 21 of the tunnel. The pump station is adopted and the inclined shaft 13 is used for simple and rapid drainage It goes out of the inclined shaft 13 and can be discharged along the slope after the inclined shaft 13 is penetrated. Similarly, the water in the front pit section flows through the drainage pipe and is led by the drainage ditch to the sump 7 in the main tunnel 21 of the tunnel. The pumping station is used to easily and quickly drain to the inclined well 13 through the inclined well 13 In addition, after the inclined shaft 13 is penetrated, it can be discharged along the slope.

In this embodiment, the length of the orifice tube is 2.5 m to 3.5 m, and the outer diameter of the orifice tube is larger than the diameter of the formation drainage hole.

In this embodiment, the diameter of the formation drainage hole is φ110mm. The inner diameter of the orifice tube is φ108 mm and its wall thickness is 9 mm.

During actual construction, the diameter of the ground drainage hole and the size of the orifice tube can be adjusted according to specific needs.

In this embodiment, each row of the arch drainage holes 8 includes three arch drainage holes 8, and the three arch drainage holes 8 are respectively central drainage holes arranged directly above the front side cavity And left and right drain holes symmetrically arranged on the left and right sides of the middle drain hole, the middle drain hole is arranged along the longitudinal extension direction of the front side cavity, and the left drain hole is from the rear The front gradually slopes to the left, and the right drain hole gradually slopes to the right from the front to the front. Wherein, the distance between the front port of the left drain hole and the front port of the right drain hole is the same as the excavation width of the front side cavity, wherein the excavation width of the front side cavity refers to It is the maximum excavation width of the excavation profile of the front side cave. In this way, the drainage hole 8 of the arch can effectively ensure the drainage effect of the area where the front side cavity is located, and the length of the drainage hole 8 of the arch can also be effectively controlled, which can effectively save costs and reduce the construction period.

In this embodiment, each row of the vault drainage holes 8 includes three vault drainage holes 8, and the three vault drainage holes 8 are respectively arches disposed directly above the front guide pit section A middle drainage hole and a left wall outer drainage hole and a right wall outer drainage hole symmetrically arranged on the left and right sides of the drainage hole in the arch, the drainage hole in the arch is arranged along the longitudinal extension direction of the front pit guide section , The drain hole outside the left wall gradually slopes to the left from back to front, and the drain hole outside the right wall gradually slopes to the right from back to front. Wherein, the front port of the drain hole outside the left wall is located on the right side of the main tunnel 21.

It can be seen from the above that the drainage channel 2 and the detour guide pit 1 are both provided with a drainage system, and the construction progress of the detour guide pit 1 is slower than the construction progress of the drain hole 2, so that after the drain hole 2 is drained In this way, supplementary drainage can be performed again through the detour guide pit 1, the drainage of the drain hole 2 and the detour guide pit 1 complement each other, and maximum drainage can be achieved. At the same time, the installation of a drainage system in the roundabout guide pit 1 can effectively reduce the difficulty of the front curtain grouting of the roundabout guide pit 1, and ensure the simple and rapid construction of the roundabout guide pit 1, and the construction process is safe and reliable.

In this embodiment, the length of the advanced curtain grouting reinforcement structure in step A2 is not less than the longitudinal length of the tunnel segment.

In order to ensure the drainage effect, and to further increase the construction difficulty, the end holes of the arch drainage holes 8 and the side wall drainage holes 9 are located outside the tunnel curtain grouting reinforcement structure of the tunnel segment, that is, the arch The front ends of the partial drainage holes 8 and the side wall drainage holes 9 are both located outside the advance curtain grouting reinforcement structure, which can also effectively ensure the advance curtain grouting reinforcement effect of the tunnel segment.

Similarly, the end holes of the side drainage holes 19 are all located outside the leading curtain grouting reinforcement structure of the guide pit segment, that is, the front ends of the side drainage holes 19 are all located in the leading curtain grouting reinforcement structure Outside, this can also effectively ensure the grouting reinforcement effect of the leading curtain section of the guide pit segment.

The rear side pit section is a tunnel section that gradually slopes outward from the front to the front, and the front side pit section is a tunnel section that gradually slopes inward from the front to the front. In this embodiment, the horizontal angle between the rear side pit section, the front side pit section, and the rear side hole body and the tunnel main hole 21 are all 60°. The horizontal angle between the rear side cavity and the main tunnel 21 is 60°.

The distance between the openings of the arch drain holes 8 in the two rows of the arch drain holes 8 in each of the outer drain hole groups in the hole is 2m to 5m, and the middle of the adjacent two rows of the side wall drain holes 9 The distance between the openings of the wall drainage holes 9 is 2m to 5m. In this way, through the plurality of arched drainage holes 8 and the plurality of side wall drainage holes 9, the drainage effect in the drain hole 2 can be effectively ensured, and sufficient drainage can be ensured.

In addition, the spacing between the openings of the side drain holes 19 in two adjacent rows of the side drain holes 19 is 2 m to 5 m. In this way, the plurality of side drainage holes 19 can effectively ensure the drainage effect in the detour guide pit 1 and ensure sufficient drainage.

In order to ensure sufficient drainage in the rock body above the tunnel front hole 21 and the roundabout guide pit 1, the front ends of all side wall drainage holes 9 located above the tunnel front hole 21 in the front side cavity body and the longitudinal center line of the front side hole body The horizontal distance of is not less than d1, where d1 is the horizontal distance between the longitudinal centerline of the front side cavity and the longitudinal centerline of the tunnel main hole 21. At the same time, the horizontal distance between the front end of all the side wall drainage holes 9 above the detour guide pit 1 and the longitudinal centerline of the front side cavity is not less than d2, where d2 is the front side cavity The horizontal distance between the longitudinal centerline of the and the longitudinal centerline of the roundabout guide pit 1.

In this embodiment, the horizontal distance between the front end of all the side wall drainage holes 9 above the tunnel front hole 21 and the longitudinal centerline of the front hole is d1, and the front hole The horizontal distance between the front ends of all the side wall drain holes 9 above the detour guide pit 1 and the longitudinal centerline of the front side cavity is d2. In this way, not only can the drainage effect be effectively ensured, but also the drainage is sufficient, at the same time, the length of the side wall drainage hole 9 can also be effectively controlled, which can effectively save costs and reduce the construction period.

In this embodiment, the spacing between the openings of two adjacent arch drainage holes 8 in each row of the arch drainage holes 8 is 1.8 m to 2.2 m, and each group of the side wall drainage holes 9 The distance between the upper and lower adjacent two side wall drainage holes 9 is 2m-3m.

In actual construction, the clear distance between the front side tunnel body and the tunnel main hole 21 is 8m-9m, and the clear distance between the central guide pit section and the tunnel main hole 21 is 26m-30m.

The excavation cross-sections of the detour guide pit 1 and the water discharge tunnel 2 are both smaller than the excavation cross-section of the main tunnel 21 of the tunnel. In this embodiment, the detour guide pit 1 and the water discharge tunnel 2 are both auxiliary tunnels of the main tunnel 21.

According to common knowledge in the art, the tunnel main hole 21 is relative to the auxiliary tunnel. The tunnel main hole 21 is a tunnel that needs to be formed. When the tunnel main hole 21 is constructed, it is usually necessary to construct auxiliary tunnels, such as inclined shafts and tunnels. Horizontal holes, guide pits, etc. The detour guide pit 1 and the drain hole 2 are single-lane auxiliary pit-type cross-sections, and the width of the excavation cross section of the detour guide pit 1 and the drain hole 2 (ie, the excavation width and the maximum excavation width of the excavation profile) It is 3.8m～6m and the excavation height of both is 3.5m～5m. Therefore, the detour guide pit 1 and the discharge tunnel 2 are small-section tunnels. Although the detour guide pit 1 and the discharge tunnel 2 both pass through the high-angle thrusting water-rich and sand-rich fault 6, they are compared with the tunnel tunnel In terms of 21, the construction difficulty of the detour guide pit 1 and the discharge tunnel 2 are greatly reduced, and the construction risk of both is greatly reduced.

In addition, the roundabout guide pit 1 is far away from the tunnel main tunnel 21, and the roundabout guide pit 1 selects a relatively high-angle thrust water-rich and sand-rich fault 6 with a relatively good stratum structure location, so its construction difficulty and construction risk are further reduced. Because the construction of the middle tunnel section 5 through which the water-rich and sand-rich fault 6 is thrust from a high angle is very difficult and time-consuming, the detour guide pit 1 can be used to bypass the middle tunnel section 5, which is located in the main tunnel 21 The tunnel section in front of the intersection in front of the guide pit is under construction. While constructing the tunnel section located in front of the front crossing of the guide pit in the main tunnel 21, it is possible to synchronize the intersection of the rear crossing of the guide pit and the front intersection of the guide pit in the main tunnel 21 The construction of the tunnel section between them can effectively improve the construction efficiency and shorten the construction period; and can be located in the tunnel 21 from the two locations of the rear intersection of the guide pit and the front intersection of the guide pit. The tunnel section between the intersection behind the pit and the intersection before the guide pit is constructed to face each other, thus further saving time and shortening the construction period.

In this embodiment, the clear distance between the front side tunnel body and the tunnel main hole 21 is 8.4m, and the clear distance between the central guide pit section and the tunnel main hole 21 is 28.4m.

During actual construction, the clear distance between the front side tunnel body and the tunnel main hole 21 and the clear distance between the central guide pit section and the tunnel main hole 21 can be adjusted accordingly according to specific needs.

In this embodiment, the front-side cave is an inclined cave that gradually slopes upward from back to front, and the slope of the front-side cave is 8% to 11%.

In this embodiment, the inclined shaft 13 is an auxiliary tunnel of the main tunnel 21.

During the actual construction, when the subsequent excavation of the detour guide pit 1 is carried out from back to front along the extending direction of the tunnel in step 4, the palm face of the detour guide pit 1 is located on the palm face of the front drain hole body rear;

In step 4, when the middle tunnel section 5 of the main tunnel 21 is excavated from back to front along the extending direction of the tunnel, the palm face of the middle tunnel section 5 is located on the palm face of the front drain hole body rear. In this way, the construction safety of the detour guide pit 1 and the middle tunnel section 5 can be effectively ensured.

In this embodiment, the front tunnel section 4 is divided into a front tunnel section located on the front side of the guide pit front intersection and a rear tunnel section located on the rear side of the guide pit front intersection;

In step 4, after the construction of the roundabout guide pit 1 is completed, excavate the front tunnel section of the front tunnel section 4 from the front to the front along the longitudinal extension direction of the tunnel, and from front to back to the front side along the longitudinal extension direction of the tunnel The rear tunnel section of tunnel section 4 is excavated, which can effectively improve the construction schedule and shorten the construction period. In addition, during the construction of the central tunnel 5, the front tunnel section 4 can be simultaneously constructed.

In this embodiment, the tunnel main tunnel 21 is provided with a tunnel main tunnel supporting structure, and the tunnel main tunnel supporting structure includes a first tunnel initial supporting structure 14 that initially supports the excavated tunnel main tunnel 21 -1 and the first tunnel secondary lining 15-1 disposed inside the first tunnel primary support structure 14-1, the first tunnel primary support structure 14-1 and the first tunnel secondary lining 15-1 are both Supporting structure for full-section support of the main tunnel 21;

The discharge tunnel supporting structure is provided in the discharge tunnel 2. The discharge tunnel supporting structure includes a second tunnel initial supporting structure 14-2 and a second tunnel initial supporting structure that initially support the excavated discharge tunnel 2 and The second tunnel secondary lining 15-2 laid inside the second tunnel initial support structure 14-2, the second tunnel initial support structure 14-2 and the second tunnel secondary lining 15-2 are both Support structure for full cross-section support in water tunnel 2;

When excavating the rear tunnel section 3 in step 1, step 2 and step 3, the excavated rear tunnel section 3 is supported from back to front along the longitudinal extension direction of the tunnel, and the construction molding is obtained Supporting structure of the main tunnel of the tunnel;

When excavating the drainage hole of the drainage hole 2 in

steps

2 and 3, the excavated drainage hole 2 is supported along the longitudinal extension direction of the tunnel from front to back, and the construction drainage is obtained Cave supporting structure;

When excavating the central tunnel section 5 in step four, the excavated central tunnel section 5 is supported from back to front along the longitudinal extension of the tunnel, and the construction tunnel supporting structure is obtained;

In the fourth step, when excavating the front drain hole body, the excavated front drain hole body is supported from back to front along the longitudinal extension direction of the tunnel, and the construction-shaped drain hole is obtained Support structure of water tunnel;

In the second step, before the excavation of the drainage hole body of the drainage hole 2 starts from the intersection of the drainage hole from the front, the first tunnel is initially supported in the area where the intersection of the drainage hole is located. The structure 14-1 and the secondary lining 15-1 of the first tunnel are respectively bored to obtain the intersection of the discharge tunnel formed by construction;

In step three, starting from the back intersection of the pit, before starting the excavation of the back side roundabout pit section of the roundabout pit 1, the first tunnel in the area where the backside intersection is located The initial support structure 14-1 and the first tunnel secondary lining 15-1 are respectively bored to obtain the construction-formed pit guide intersection.

In this embodiment, the drain hole 2 and the detour guide pit 1 are auxiliary tunnels of the tunnel main hole 21, and the intersection behind the guide pit, the intersection before the guide pit, and the intersection of the drain hole are all It is an auxiliary tunnel opening, and the auxiliary tunnel opening is an intersection where the auxiliary tunnel and the tunnel main hole 21 intersect;

Opening method for opening the first tunnel primary support structure 14-1 and the first tunnel secondary lining 15-1 in the area where the discharge tunnel intersection is located and the intersection location behind the guide pit The initial tunnel support structure 14-1 and the first tunnel secondary lining 15-1 in the area are the same as the opening method of the opening, and both are auxiliary tunnel opening methods;

When the auxiliary tunnel opening method is used for opening, the first tunnel primary support structure 14-1 and the first tunnel secondary lining 15-1 of the area where the auxiliary tunnel opening is located are respectively drilled, the process as follows:

Step E1: Opening the second tunnel lining of the first tunnel: making a hole in the first tunnel secondary lining 15-1 in the area where the auxiliary tunnel opening is located to obtain a second lining opening;

The structure of the second liner opening is the same as the structure of the auxiliary tunnel opening;

Step E2. Opening the first supporting structure of the first tunnel: opening the first supporting structure 14-1 of the first tunnel in the area where the auxiliary tunnel opening is located to obtain the opening of the first supporting structure;

The structure of the opening of the primary branch is the same as the structure of the opening of the auxiliary tunnel;

Step E3. Supporting of the opening: a ring-shaped steel arch is used to support the opening of the primary support in step E2. The ring-shaped steel arch is a support that supports the full-section of the opening of the primary support and Its structure is the same as that of the initial branch opening.

In this embodiment, the inclined shaft intersection is the auxiliary tunnel opening. Before excavation of the inclined shaft 13 is started from the inclined shaft intersection, the first area of the inclined shaft intersection is first The initial supporting structure 14-1 of the tunnel and the secondary lining 15-1 of the first tunnel are respectively bored to obtain the inclined shaft intersection formed by construction.

The method for opening the first tunnel primary support structure 14-1 and the first tunnel secondary lining 15-1 in the area where the inclined shaft intersection is located is the auxiliary tunnel opening method.

In order to ensure a stable structure, a guide pit supporting structure is provided in the detour guide pit 1, and the guide pit support structure includes a third tunnel initial support structure 14 that initially supports the excavated detour guide pit 1 -3 and the third tunnel secondary lining 15-3 disposed inside the third tunnel initial support structure 14-3, the third tunnel initial support structure 14-3 and the third tunnel secondary lining 15-3 are both It is a supporting structure for supporting the full-section of the roundabout pit 1. When actually excavating the detour guide pit 1, the excavation-shaped detour guide pit 1 is supported from back to front, and the construction-formed guide pit supporting structure is obtained. Therefore, the excavation and support methods of the detour guide pit 1, the water discharge tunnel 2, the front tunnel section 4 and the rear tunnel section 3 are all conventional excavation and support methods.

Wherein, the supporting structures of the tunnel main tunnels located in the front tunnel section 4 and the rear tunnel section 3 are all conventional tunnel supporting structures, and the first tunnel secondary lining 15-1 is reinforced concrete lining . When the front tunnel section 4 and the rear tunnel section 3 are excavated, the full-section excavation method is used for excavation, and the drilling and blasting method is used for excavation. The supporting structure of the discharge tunnel is a conventional tunnel supporting structure, and the secondary lining 15-2 of the second tunnel is reinforced concrete lining. The guide pit supporting structure is a conventional tunnel supporting structure, and the secondary lining 15-3 of the third tunnel is reinforced concrete lining. When excavating the roundabout guide pit 1 and the discharge tunnel 2, the drilling and blasting method is used for excavation. When excavating the central tunnel section 5, the drilling and blasting method is also used for excavation.

In this embodiment, the secondary lining 15-1 of the first tunnel is a reinforced concrete structure, and the initial supporting structure 14-1 of the first tunnel includes a plurality of tunnels that are laid out from the front to the front and make a full cross section of the main tunnel 21 The supporting full-section support frame and the anchor net spraying initial supporting structure that supports the full-section support of the tunnel main tunnel 21, the structure and size of a plurality of the full-section support frames are the same and they are evenly arranged. The shape of the cross-section support frame is the same as the cross-sectional shape of the main tunnel 21 of the tunnel; the initial supporting structure of the anchor net spraying is an initial supporting structure formed by using the net spraying support method. The initial supporting structure of the net spraying includes hanging A reinforced mesh installed in the tunnel main hole 21 and a concrete spray layer formed by a layer of concrete sprayed on the inner wall of the tunnel main hole 21, the reinforced mesh and the full-section support frame are buried in the concrete spray layer . The two full-section supporting frames adjacent to each other are fastened and connected by a plurality of longitudinal connectors.

In this embodiment, when the secondary tunnel lining opening of the first tunnel is performed in step E1, first measure the loft on the arch wall of the primary tunnel secondary lining 15-1, and mark the excavation outline of the auxiliary tunnel opening At the same time, the outline of the excavation of the second lining opening is marked, and the excavation section of the second lining opening is enlarged by 20 cm than the excavation section of the auxiliary tunnel opening (that is, the excavation outline of the second lining opening is located at The outside of the excavation contour line of the auxiliary tunnel opening and the distance between the two is 20cm), to ensure that the first tunnel secondary lining 15-1 steel bar (hereinafter referred to as the second liner steel bar) and the waterproof board overlap, using hand-held The cutting machine circularly cuts the concrete of the secondary lining 15-1 of the first tunnel (hereinafter referred to as the secondary lining concrete), the cutting depth is 5cm, to ensure that the secondary lining steel is not damaged. The middle part is chiseled, and 20cm of the second-lined hole opening is reserved for manual chiseling with an air pick to ensure that the second-lined hole opening excavation line is neat and the waterproof board is not damaged. After the second liner concrete is removed, the second liner steel bar and waterproof board are cut. The second liner steel bar and waterproof board are cut by a cutting machine. The second liner steel bar and waterproof board are reserved with sufficient lap length. 70cm, the length of the waterproof board is 60cm.

When the initial support structure of the first tunnel is drilled in step E2, the excavation cross section of the opening of the primary support is 10 cm larger than the excavation cross section of the opening of the auxiliary tunnel (the outline of the excavation of the opening of the initial support is located at the Outside the excavation contour line of the auxiliary tunnel opening and the distance between the two is 10cm), first use a hammer to excavate the concrete spray layer of the first supporting structure 14-1 of the first tunnel. Retain the protection of steel bars and waterproof boards.

After the concrete shot layer of the initial support structure 14-1 of the first tunnel is excavated, the full-section support frame (ie, the initial support steel arch frame) in the initial support structure 14-1 of the first tunnel is cut to cut the initial support In front of the steel arch frame, the original supporting steel arch frame is reinforced with a 3m long locking foot anchor pipe, and the circumferential steel arch frame is used for reinforcement. The circumferential steel arch frame and the auxiliary tunnel opening are located The full-section support frame (that is, the full-section support frame after cutting) is firmly connected so that the arch legs of the cut-out full-frame support frame are not suspended.

In this embodiment, during the initial support of the inner layer in step F4, a secondary lining 36 of the tunnel needs to be constructed inside the double-layered initial support structure that has been formed from back to front, as shown in FIG. 8.

The outer primary support structure 38 and the inner primary support structure 37 constitute the double initial support structure. In this embodiment, the net distance between the shaped steel arch 25 and the grille steel frame 25-3 on the inner side is not less than 5 cm. Therefore, the thickness of the concrete re-spray layer 25-1 between the profiled steel arch 25 and the grid steel frame 25-3 on the inner side is not less than 5cm, that is to say, the concrete re-spray layer 25 -1 The coverage thickness on the steel arch 25 is not less than 5cm.

In this embodiment, the concrete inner spray layer 25-8 includes an outer concrete layer and an inner concrete layer located inside the outer concrete layer, and the grid steel frames 25-3 are all fixed to the outer concrete layer The thickness of the inner concrete layer is not less than 5cm.

The layer thickness of the primary concrete spraying layer 25-2 is 3 cm to 5 cm. In this embodiment, the layer thickness of the primary concrete spraying layer 25-2 is 4 cm.

In actual construction, the layer thickness of the initial spraying layer 25-2, the concrete re-spraying layer 25-1 and the internal spraying layer 25-8 of the concrete can be adjusted accordingly according to specific needs.

With reference to FIG. 17, in this embodiment, the profiled steel arch 25 is a first steel frame or a second steel frame. The first steel frame and the second steel frame are alternately arranged and the number of the two is the same. There is a second steel frame between the two adjacent first steel frames; the longitudinal connecting structure includes a first longitudinal reinforcing bar connecting structure 25-6 and a second longitudinal reinforcing bar connecting structure 25-7;

The first steel frame is laid out from back to front along the longitudinal extension direction of the tunnel, and the second steel frame is laid out from back to front along the longitudinal extension direction of the tunnel; multiple first steel frames pass between A plurality of first longitudinal reinforcement connecting structures 25-6 arranged along the longitudinal extension direction of the tunnel are tightly connected as a whole, and a plurality of second longitudinal reinforcement connecting structures arranged along the longitudinal extension direction of the tunnel are arranged between the plurality of second steel frames 25-7 fastening connection as one;

The first longitudinal reinforcing bar connecting structure 25-6 and the second longitudinal reinforcing bar connecting structure 25-7 are both broken-line reinforcing bar connecting structures; the first longitudinal reinforcing bar connecting structure 25-6 is composed of a plurality of first longitudinal reinforcing bars from the back It is formed by splicing the front, and each of the first longitudinal steel bars is connected between two adjacent first steel frame brackets; the second longitudinal steel bar connecting structure 25-7 is composed of a plurality of second longitudinal steel bars from It is formed by splicing forward and backward, and each of the second longitudinal steel bars is connected between two adjacent second steel frame brackets.

In this embodiment, the grid steel frame 25-3 adjacent to each other is fastened and connected by multiple longitudinal connecting steel bars, and the multiple longitudinal steel bars are along the outer contour of the grid steel frame 25-3 Arrangement, the multiple longitudinal connection steel bars are all arranged in parallel and they are all arranged along the longitudinal extension direction of the tunnel.

As shown in FIG. 13, each profiled steel arch 25 is provided with a temporary support structure on the inner side, and the temporary support structure and the profiled steel arch 25 placed on the outer side are arranged on the same cross section of the tunnel 1; The supporting structure includes a temporary vertical support column 25-41 supported below the right end of the left arch 25-41 and a temporary upward arch connected between the bottom of the left arch 25-41 and the bottom of the temporary vertical support column 24-1 A bracket 24-2, the temporary vertical support column 24-1 and the temporary upward arch bracket 24-2 are all located in the upper cave;

In step F11, during the excavation of the left guide hole and the initial support of the outer layer, when installing the left arch 25-41 in the left guide hole 1-11 formed from the back to the front, the left side Temporary vertical support columns 24-1 are installed below the right end of the arch 25-41, and the left side arch 25-41 and the temporary vertical support columns 24-1 are fastened and integrated into one by the temporary upward arch bracket 24-2; The bottom of the left arch 25-41 and the temporary vertical support column 24-1 are both supported at the bottom of the excavated left guide hole 1-11, and the temporary upward arch support 24-2 is horizontally supported by the left guide Bottom of holes 1-11;

During the excavation of the central cave in step F2, the temporary support structure is demolished from back to front.

During the excavation of the left guide hole and the initial outer support in step F11, the temporary support structure can effectively ensure the stability of the left guide hole 1-11 and the upper hole body.

In order to enhance the supporting effect, each profiled steel arch 25 is provided with an anchorage system for supporting the tunnel 1 on the outside, and the anchorage system and the profiled steel archway 25 located on the inner side thereof are arranged on the same tunnel cross section;

The anchor system includes an arch foot anchor pipe 32 located outside the connection between the left arch 25-41 and the right arch 25-42, and two symmetrically arranged bottoms on the left and right sides of the upper arch 25-4 The outer upper locking foot anchor tube 33, the middle outer side of the two side brackets 25-9 are each provided with the middle locking foot anchor tube 34, and the bottom outer sides of the two side brackets 25-9 are both provided There is one lower locking foot anchor tube 35, two middle locking foot anchor tubes 34 are symmetrically arranged, and two lower locking foot anchor tubes 35 are symmetrically arranged; the arch locking foot anchor tubes 32, upper The lock foot anchor pipe 33, the middle lock foot anchor pipe 34, and the lower lock foot anchor pipe 35 are all lock foot anchor pipes that enter the rock formation on the side of the circumference of the tunnel from inside to outside;

In step F11, during the excavation of the right guide hole and the initial support of the outer layer, it is also necessary to lock the anchor pipe 32 of the arch in the left guide hole 1-11 formed in the excavation along the longitudinal extension of the tunnel Carry out construction;

In step F12, during the excavation of the right-hand side guide tunnel and the initial support of the outer layer, it is also necessary to face the two locking foot anchor pipes 33 in the upper cavity of the excavation along the longitudinal extension direction of the tunnel Carry out construction separately;

In the process of excavating the middle cave in step F2, it is also necessary to separately construct the two middle locking foot anchor pipes 34 in the excavated middle cave 1-2 along the longitudinal extension direction of the tunnel;

In the process of excavating the lower cave in step F3, it is also necessary to separately construct the two lower locking leg anchor pipes 35 in the excavated lower cave 1-3 along the longitudinal extension direction of the tunnel.

In this embodiment, the cross-sectional area of the tunnel 1 is greater than 100 m ² . The heights of the upper cave, the middle cave 1-2 and the lower cave 1-3 are all greater than 3m. The tunnel 1 is located in a high-angle thrust water-rich sand fault.

In order to improve the anchoring stability, the arch locking foot anchor tube 32, each of the upper locking foot anchor tubes 33, each of the middle locking foot anchor tubes 34, and each of the lower locking foot anchor tubes 35 include Two lock leg anchor pipes arranged in parallel.

During actual installation, the inner ends of the arch lock foot anchor pipe 32, the upper lock foot anchor pipe 33, the middle lock foot anchor pipe 34, and the lower lock foot anchor pipe 35 are fixed to the assembled support through an anchor pipe connection plate On the protective frame, the anchor tube connecting plate is fixed on the assembled supporting frame, so the connection is simple and reliable; the arch locking foot anchor tube 32, the upper locking foot anchor tube 33, the middle locking foot anchor tube 34 The length of the lower lock foot anchor tube 35 is not less than 5m.

In this embodiment, the length of the lock foot anchor tube is 5 m, the outer diameter is φ50 mm, and the wall thickness is 6 mm. At the same time, the mortar is injected into the anchor tube of the locking foot, which can effectively ensure the stability of the initial support of the tunnel.

During actual construction, the length, outer diameter and wall thickness of the lock foot anchor pipe can be adjusted accordingly according to specific needs.

In this embodiment, the arch locking foot anchor tube 32 gradually slopes to the right from the inside to the outside, and the upper locking foot anchor tube 33, the middle locking foot anchor tube 34, and the lower locking foot anchor tube 35 are all from inside to outside Tilt down gradually.

In this embodiment, before the upper tunnel excavation and initial support in step F1, it is necessary to provide advance support for the currently constructed tunnel segment and obtain the tunnel segment advanced support structure for the currently constructed segment; The side wall of the tunnel 1 is divided into an upper wall and a lower wall located directly below the upper wall;

As shown in Fig. 8, Fig. 11 and Fig. 12, the tunnel section advance support structure includes an advance pipe shed support structure and an advance small pipe grouting support structure that support the same tunnel section, The longitudinal length of the leading pipe shed support structure is greater than the length of the tunnel segment;

With reference to FIG. 9, the advanced pipe shed support structure includes a plurality of pipe shed pipes 28 drilled into the rock layer in front of the face of the tunnel from the back to the front, and a pipe guiding the plurality of pipe shed pipes 28 A shed guide frame, a plurality of the tube shed tubes 28 are laid out from left to right along the contour of the arch of the tunnel 1; the tube shed guide frame is provided with a plurality of tube shed tubes for installation of the tube shed tubes 28 Hole 29, the rear ends of the plurality of tube shed tubes 28 are all installed on the tube shed guide frame;

With reference to FIG. 10, the advance small pipe grouting support structure includes a plurality of arch wall advance small pipe grouting support structures that provide advance support to the same arch wall of the tunnel segment, and the plurality of arch walls The leading small pipe grouting support structure is evenly distributed and it is laid out from back to front along the longitudinal extension direction of the tunnel. The lap length of the two adjacent arch wall leading small pipe grouting support structures adjacent to the front and back is not more than 3m; The distance between adjacent two of the arch wall leading small pipe grouting support structure L = n × d, where n is a positive integer and the value range of n is 3 to 6; the side wall of the tunnel 1 Divided into an upper wall and a lower wall located directly below the upper wall;

Each of the arch wall leading small pipe grouting support structure includes a small pipe guide frame, an arch leading small pipe grouting support structure for leading the arch of the tunnel segment, and left and right two A side wall leading small pipe grouting support structure that respectively supports the lower walls of the side walls on the left and right sides of the tunnel segment, and the two side wall leading small pipe grouting support structures are arranged symmetrically , The two side wall advanced small pipe grouting support structures and the arch leading small pipe grouting support structure are both arranged on the same tunnel cross-section and the longitudinal lengths of the three are the same; The grouting support structure of the leading small pipe in the arch part includes a plurality of small pipe 22 for grouting in the arch in the rock layer in front of the face of the tunnel 1 from the back to the front, and multiple small pipes 22 for grouting along the arch The outline of the arch of the tunnel 1 is laid out from left to right; each of the side wall advanced small pipe grouting support structures includes multiple edges drilled from the front to the edge of the rock layer in front of the palm face of the tunnel 1 Wall grouting small pipes 23, and a plurality of side wall grouting small pipes 23 are laid out along the contour of the lower wall of the tunnel 1 from top to bottom; each arch wall is advanced with small pipe grouting support In the structure, all the side wall grouting small pipes 23 and all arch grouting small pipes 22 have the same structure and size, and they are all arranged on the same tunnel cross section of the tunnel hole 1;

The small pipe guide frame is a guide frame that guides all the side wall grouting small pipes 23 and all arch grouting small pipes 22 in the arch wall advance small pipe grouting support structure, respectively. The duct guide frame is an initial support arch 25; the arch part of the small duct guide frame has a plurality of arch mounting holes for installing the arch grouting small duct 22 from left to right. A plurality of side mounting holes for the installation of side wall grouting small pipes 23 are opened at the lower parts of the left and right sides, the side wall grouting small pipes 23 and the arch grouting are small in the arch wall leading small pipe grouting support structure The rear ends of the ducts 22 are all installed on the same small duct guide frame.

In this embodiment, before the upper tunnel excavation and initial support in step F1, the tunnel segment currently under construction is supported by a leading pipe shed to obtain the leading pipe shed supporting structure of the tunnel segment;

The upper cave and the middle cave 1-2 form a middle and upper cave, the height of the upper cave and the lower cave 3 are both greater than 4m, and the height of the middle cave 1-2 is not greater than 10m;

In step F2, when excavating the central cave 1-2 of the tunnel segment currently excavated from the back to the bottom of the upper tunnel that has been excavated, multiple excavation segments are divided from the front to the back Excavate the central cave 1-2 of the tunnel segment;

In this embodiment, the height of the middle cave 1-2 is not less than 8m, so the height of the middle cave 1-2 is larger. Therefore, excavate the central cave 1-2 in two steps up and down. In addition, the leading small pipe grouting reinforcement is carried out immediately after the excavation of the middle cave 1-2 is completed. At this time, the supporting structure of the tunnel arch wall is very stable, so the temporary support structure is excavated during the excavation of the middle cave 1-2 The demolition will not affect the tunnel structure.

Each of the leading pipe shed support structures is a support structure that provides advance support for one of the tunnel segments. In this embodiment, the plurality of steel arches 25 are evenly arranged, the distance between two adjacent steel arches 25 is d, and the value of d ranges from 0.8m to 1.2m. The distance L=n×d between the grouting and supporting structures of the leading small conduits of the arch wall, where n is a positive integer and n=3-6.

In this embodiment, n=5.

During actual construction, the value of n can be adjusted according to specific needs.

In this embodiment, the lap length between the two front and rear arch wall leading small pipe grouting support structures adjacent to each other is not more than 3m and the lap length between the two is not less than 0.5m.

In this embodiment, d=1m. During actual construction, the value of d can be adjusted accordingly according to specific needs.

In this embodiment, the pipe shed guide frame is a steel arch 25. Moreover, the pipe shed guide frame is one of the shaped steel arch frames 25 supported at the rear end of the tunnel segment.

In this embodiment, the rear end of each tunnel segment is also provided with two rear-end leading small pipe grouting support structures that respectively support the lower walls on the left and right sides of the rear end of the tunnel segment. The grouting and supporting structure of the small pipe at the rear end is arranged symmetrically,

In this embodiment, the outer diameter of the tube shed tube 28 is φ108 mm and its wall thickness is 6 mm.

In addition, the circumferential distance between two adjacent tube shed tube mounting holes 29 on the tube shed guide frame is 18 cm to 22 cm; the external insertion angle of the tube shed tube 28 is not less than 11°.

In this embodiment, the circumferential distance between two adjacent tube shed tube mounting holes 29 on the tube shed guide frame is 20 cm; the external insertion angle of the tube shed tube 28 is 8°.

In actual construction, according to specific needs, the circumferential distance between two adjacent pipe shed pipe mounting holes 29 on the pipe shed guide frame and the external insertion angle of the pipe shed pipe 28 can be adjusted accordingly.

The tube shed tube 28 is a steel flower tube, and the steel flower tube has a plurality of circular grouting holes with a diameter of φ10mm to φ16mm, and the plurality of circular grouting holes are evenly arranged and are arranged in a plum shape The distance between two adjacent circular grouting holes is 12cm-18cm. In this embodiment, the distance between two adjacent circular grouting holes is 15 cm. During actual construction, the distance between two adjacent circular grouting holes can be adjusted according to specific needs.

In this embodiment, the longitudinal length of each of the arched wall leading small pipe grouting support structure is 3m. During actual construction, the longitudinal length of the grouting support structure of the leading small pipe of each arch wall can be adjusted accordingly according to specific needs.

The circumferential distance between two adjacent arch-grouting small pipes 22 in each arch leading small pipe grouting support structure is 28cm-32cm, and each of the side wall leading small pipes grouting The circumferential distance between two adjacent side wall grouting small pipes 23 in the supporting structure is 18cm-22cm. In this embodiment, the circumferential distance between two adjacent grouting small pipes 22 in the arch leading small pipe grouting support structure is 30 cm, and each side wall is small in advance The circumferential distance between two adjacent side wall grouting small pipes 23 in the pipe grouting support structure is 20 cm. During actual construction, the circumferential distance between two adjacent grouting small pipes 22 of the arch and the circumferential distance between two adjacent small wall grouting small pipes 23 can be carried out according to specific needs Adjust accordingly.

In actual construction, the small grouting pipe 22 in the arch and the small grouting pipe 23 in the side wall are both advanced grouting small pipes, and the external insertion angle of the small grouting small pipe is 5°-10°; The length of the leading grouting small catheter is 4.5m-5.5m, the outer diameter is φ45mm-φ55mm and the wall thickness is 5mm-7mm;

The advanced grouting small catheter includes a pipe body and a drill bit coaxially installed at the front end of the pipe body, the drill bit is a conical drill bit, the pipe body is a seamless steel pipe, and both the inner and outer side walls are smooth side walls. A plurality of grouting holes are opened on the tube body, and the plurality of grouting holes are all communicated with the inside of the tube body; the hole diameters of the plurality of grouting holes are the same and the hole diameter is φ8mm～φ12mm, multiple The grouting holes are uniformly arranged and are arranged in a plum shape, and the distance between two adjacent grouting holes is 12 cm to 18 cm.

In this embodiment, the leading grouting small tube has a length of 5 m, an outer diameter of φ50 mm and a wall thickness of 6 mm; the diameter of the grouting hole is φ10 mm, and the The spacing is 10cm. During the actual construction, the size of the leading grouting small pipe, the diameter of the grouting hole and the layout interval can be adjusted accordingly according to specific needs.

Among them, the circumferential distance refers to the arc distance between two points on a circular or elliptical cross section. According to common knowledge in the art, the circumferential distance between two adjacent pipe shed pipe mounting holes 29 on the pipe shed guide frame is the two adjacent pipe shed pipe mounting holes on the pipe shed guide frame The arc distance between 29, the circumferential distance between two adjacent grouting small pipes 22 of the arch refers to the two adjacent grouting small pipes 22 on the guide frame of the small pipe The arc distance between the two adjacent side wall grouting small pipes 23 refers to the circumferential distance between the two adjacent side wall grouting small pipes 23 on the small pipe guide The arc distance between.

In this embodiment, each of the arch wall leading small pipe grouting support structure further includes a side wall grouting small pipe 23 and all arch grouting in the arch wall leading small pipe grouting support structure Small catheter support racks for supporting the small catheters 22 respectively;

The small duct support frame is a shaped steel arch frame 25, and each small duct support frame is a shaped steel arch frame 25 located in front of and adjacent to the small duct guide frame;

In the arch wall advanced small pipe grouting support structure, all the side wall grouting small pipes 23 and the rear portions of all arch grouting small pipes 22 are supported on the small pipe support frame.

In actual use, the side wall grouting small tube 23 and the arch grouting small tube 22 can be effectively guided by the small tube guide frame and the small tube supporting frame, and the side wall grouting small tube 23 and The small grouting pipe 22 in the arch provides stable support, and at the same time can greatly improve the construction efficiency and ensure the construction quality.

With reference to FIGS. 11 and 12, the tunnel hole 1 is divided into an upper tunnel body and a lower tunnel body directly below the upper tunnel body, and the cross section of the upper tunnel body is semicircular; The upper wall of the side wall is located in the upper tunnel body of the tunnel and the lower wall is located in the lower tunnel body of the tunnel; both of the side wall advance small pipe grouting support structures are located outside the lower tunnel body.

In this embodiment, as shown in FIGS. 10 and 12, the area where the arch mounting hole is formed on the small catheter guide frame is an arch opening area, and the shape of the arch opening area is an arc and The center angle is 120°.

Therefore, the application range of the grouting support structure of the leading small pipe of each arch is within 120° of the arch of the tunnel, and the tunnel 1 can be effectively supported.

In this embodiment, the arch grouting small tube 22 and the side wall grouting small tube 23 are both advanced grouting small tubes, and the small tube guide frame is provided with a plurality of small tubes for the advanced grouting Installed small catheter mounting hole 26.

In this embodiment, as shown in FIGS. 9 and 11, the area where the pipe shed tube mounting holes 29 are formed on the pipe shed guide frame is an upper opening area, and the shape of the upper opening area is an arc and its center The angle is 180°.

As shown in FIGS. 9 and 11, in order to ensure the stability of the support at the rear end of each tunnel segment, the leading support structure of each tunnel segment also includes two pairs of left and right pairs at the rear end of the tunnel segment The side wall leading small pipe grouting support structure for the front wall of the lower walls of the left and right sides of the side walls is advanced supported, the two side wall leading small pipe grouting support structures are symmetrically arranged, and the two are arranged in the same Cross section of a tunnel. Correspondingly, a plurality of side mounting holes for the side wall grouting small pipes 23 in the side wall advanced small pipe grouting support structure are respectively opened on the left and right sides of the lower part of the pipe shed guide frame. At this time, the structure and size of the grouting support structure of the leading small pipe of the side wall are the same as those of the grouting support structure of the leading small pipe of the arch wall the same.

In this embodiment, each of the shaped steel arches 25 is formed by splicing an arch wall support arch supporting the arch wall of the tunnel 1 and a tunnel upward arch support supporting the bottom of the tunnel 1 , The tunnel upward arch support is located directly under the arch wall support arch and the two are on the same tunnel cross section, the tunnel upward arch support and the arch wall support arch form a closed full-section bracket; The left end of the tunnel upward arch bracket is fixed on the left inner bottom side wall of the arch wall supporting arch, the right end of the tunnel upward arch bracket is fixed on the right inner bottom wall of the arch wall supporting arch, The fixed positions of the left and right ends of the tunnel upward arch support on the arch wall support arch are all fixed positions of the upward arch support. The side wall advance small pipe grouting support structure is located above the fixed position of the upward arch support.

Since the bottom of the side wall of the tunnel hole 1 is provided with a lock anchor tube, and at the same time, the bottom of the side wall of the tunnel hole 1 is the fixed position of the arch support of the arch wall supporting arch frame, the support strength at this time can be effectively guaranteed Therefore, the grouting support structure of the leading small pipe of the side wall can be located above the fixed position of the upward arch support, which can not only save the construction cost but also ensure the support effect.

In this embodiment, the profiled steel arch 25 is an arched bracket formed by bending an I-beam, and the rear portions of the side wall grouting small pipes 23 and the arch grouting small pipes 22 are supported by the The upper wing plate of the small catheter support frame; the arch mounting hole and the side mounting hole are located on the web of the small catheter guide frame.

In this embodiment, both the arch mounting hole and the side mounting hole are small tube mounting holes 26.

In addition, the tube shed tube mounting hole 29 is a web of the tube shed guide frame, and at the same time, a small pipe mounting hole 26 is also opened in the web plate of the tube shed guide frame.

For ease of construction, an orifice tube that guides the leading grouting small pipe is installed on each of the small pipe mounting holes 26 of the small pipe guide frame, and each of the leading grouting pipe is coaxial Installed in the orifice tube that guides it. In this embodiment, the length of the orifice tube is not less than 0.5m.

Moreover, each of the tube shed tube mounting holes 29 on the tube shed guide frame is provided with an orifice tube that guides the tube shed tube 28, and each of the small pipes on the tube shed guide frame Each of the mounting holes 26 is provided with an orifice tube that guides the leading grouting small pipe.

The longitudinal length of the leading pipe shed support structure is 25m-26m. In this embodiment, the longitudinal length of the leading pipe shed supporting structure is 25m, and the longitudinal length of the leading pipe shed supporting structure is denoted as L2, and L2=25m. During actual construction, the values of L1 and L2 can be adjusted accordingly according to specific needs.

In this embodiment, as shown in FIG. 8, before any of the tunnel segments is supported by an advanced pipe roof, a grouting wall is first provided on the rear side of the tunnel segment. Among them, before the construction of one of the tunnel segments on the last side, a concrete plugging wall 30 is constructed as a mortar wall on the back side of the tunnel segment; after the excavation of one of the tunnel segments is completed, The rock layer section 31 whose rear end of the next tunnel section is located inside the leading pipe shed support structure of the previous tunnel section is a reserved grouting wall. At the same time, a waterproof layer 39 is arranged between the double-layer initial support structure and the tunnel secondary lining 36.

During actual construction, according to the formula

The vertical distance h ₀ from the neutral axis of the double-layer primary support structure to the contact surface between the outer primary support structure 38 and the inner primary support structure 37 is calculated, where b represents the unit length and b=1m , _Y is the integral variable and _y represents the vertical displacement of the middle of the double-layer primary support structure, h ₁ is the thickness of the outer primary support structure 38 and its unit is m, h ₂ is the inner primary support structure 37 Thickness and its unit is m, E ₁ is the elastic modulus of the outer primary support structure 38 and its unit is Pa, E ₂ is the elastic modulus of the inner primary support structure 37 and its unit is Pa, _ρ is the The thickness of the double-layer initial supporting structure. Based on the pre-designed maximum allowable deformation ε ₁ of the outer primary support structure 38 and the determined h ₀ , the maximum allowable deformation ε ₂ ≥(h ₀ -ε ₁ ) of the inner primary support structure 37 is obtained.

In this embodiment, the rear tunnel section 3 and the central tunnel section 5 of the main tunnel 21 constitute a main tunnel section, and a high-level escape platform is provided in the main tunnel section, and the high-level escape platform is along the main tunnel section Are arranged in the longitudinal length direction and both have the same length; each auxiliary tunnel 42 is provided with an auxiliary tunnel emergency escape system connected to the high-level escape platform;

The high-level escape platform includes three tunnel-side high-level escape passage segments that are arranged in the tunnel main hole 21 from back to front. The three high-level escape channel segments are all arranged along the longitudinal extension direction of the tunnel main hole 21 and They are all arranged inside the side wall of the main tunnel 21; each section of the tunnel side high-level escape channel is fixed to the side wall of the tunnel main tunnel 21, and the side of the tunnel body high-level escape channel section The side wall fixed by the section is the fixed side wall of the escape passage; the two adjacent high-side escape passage sections of the cave body are connected by a high-side escape passage section at the entrance side, and the high-side escape passage section at the entrance side The section is located outside the opening of the auxiliary tunnel and it is arranged in the tunnel main hole 21; the section of the high-level escape channel on the side of the opening is a longitudinal connecting frame arranged along the longitudinal extension direction of the tunnel main hole 21;

The section of the high-level escape channel on the side of the cave body includes a plurality of high-level escape channel brackets 43 arranged from back to front along the longitudinal extension direction of the main tunnel 21 and one supported on the plurality of high-level escape channel brackets 43 for escape A side wall side pedestrian platform 44 where people are walking, a plurality of the high-level escape channel brackets 43 are fixed to the escape channel fixed side wall and they constitute a tunnel longitudinal support system for the side wall side pedestrian platform 44 to support, each The high-level escape passage brackets 43 are all arranged on the cross section of the tunnel main tunnel 21 at the location where they are located; the side wall side pedestrian platform 44 and the back arch filling layer 35 that fills the back arch in the tunnel main tunnel 21 The clear distance between the two is not less than 2m; each of the high-level escape channel brackets 43 supports an oblique ladder 53 on its inner side. The bracket 43; the one of the high-level escape channel brackets 43 closest to the auxiliary tunnel opening in the high-side escape channel section of the cave body side is a bracket on the entrance side, which is supported on the inclined ladder 53 inside the bracket on the entrance side Ladder for the entrance;

With reference to FIGS. 23 and 24, each of the auxiliary tunnel emergency escape systems includes two tunnel emergency escape devices respectively disposed inside the side walls on the left and right sides of the auxiliary tunnel 42;

Each tunnel emergency escape device includes a ladder group consisting of multiple emergency ladders 54 and two safety ropes 55 arranged along the longitudinal extension of the auxiliary tunnel 42 and fixed on the ladder group. The safety ropes 55 are all fixedly connected to the plurality of emergency ladders 54; the plurality of emergency ladders 54 are laid out from back to front along the longitudinal extension direction of the auxiliary tunnel 42, the emergency ladder 54 is fixed to the tunnel support structure A vertical ladder with a height of not less than 3m; the two safety ropes 55 are respectively an upper safety rope fixed on the upper part of the emergency climbing ladder 54 and a lower safety rope located below the upper safety rope and fixed on the lower part of the emergency climbing ladder 54; The emergency ladder 54 closest to the auxiliary tunnel opening in each of the tunnel emergency escape devices is an auxiliary tunnel opening ladder, and each of the auxiliary tunnel opening ladders passes through the connecting mechanism and the closest one of the opening sides Ladder connection, the connection mechanism is a connection rope 58 or a connection frame.

In addition, in the first step, during the excavation of the tunnel section in the rear tunnel section 3 which is located at the rear side of the spillway intersection, the rear side is raised from the front to the rear side in the tunnel 21 formed in the construction Carry out construction on sections of escape passages;

After the excavation of the tunnel section in the rear tunnel section 3 located at the rear side of the intersection of the water discharge tunnel is completed, the rear high-side escape passage section formed in construction is obtained;

In the second step, during the excavation process of the tunnel section in the rear tunnel section 3 located between the discharge tunnel intersection and the rear guide tunnel intersection, the tunnel tunnel 21 formed from the back to the front is constructed Construction of the central high-level escape passage section, and at the same time, a longitudinal connecting frame will be laid outside the intersection of the spillway;

After the excavation of the tunnel section in the rear tunnel section 3 between the discharge tunnel intersection and the rear end of the guide pit is completed, the middle high-level escape passage section formed in construction is obtained;

During the excavation of the drainage tunnel body of the drainage tunnel 2, the auxiliary tunnel emergency escape system is constructed in the constructionally formed drainage tunnel 2 from back to front, and the construction of the auxiliary tunnel emergency escape system Each of the auxiliary tunnel entrance ladders is connected to the closest one of the entrance side ladders through a connecting mechanism;

In step three, when excavating the tunnel section in the rear tunnel section 3 that is located in front of the intersection behind the guide pit, the front side high-level escape passage section is constructed in the tunnel front hole 21 formed from the back to the front Construction will be carried out at the same time, and a longitudinal connecting frame will be laid outside the intersection behind the guide pit;

During the excavation construction of the drainage tunnel body of the drainage tunnel 2, the construction of the auxiliary tunnel emergency escape system in the drainage tunnel 2 continues from the front to the rear;

During the excavation construction of the detour guide pit section on the back side of the detour guide pit 1, the auxiliary pit emergency escape system is constructed in the detour guide pit 1 formed from back to front, and the auxiliary pits constructed are emergency Each of the auxiliary tunnel hole-climbing ladders in the escape system is connected to the nearest one of the side tunnel ladders through the connecting mechanism;

In the fourth step, during the excavation of the front discharge tunnel body of the discharge tunnel 2, the construction of the auxiliary tunnel emergency escape system in the discharge tunnel 2 is continued from back to front; After the construction of the tunnel body is completed, the auxiliary tunnel emergency escape system formed in the discharge tunnel 2 is obtained;

During the excavation construction of the front guide pit section of the roundabout guide pit 1, the construction of the auxiliary pit emergency escape system in the roundabout guide pit 1 is continued from back to front; when the construction of the front guide pit section is completed Afterwards, the auxiliary tunnel emergency escape system formed in the roundabout guide pit 1 is obtained;

During the excavation construction of the middle tunnel section 5, the front high-level escape passage section in the middle tunnel section 5 is constructed from back to front.

Three high-side escape passage sections on the side of the cave body and two longitudinal connecting frames constitute a tunnel emergency escape system.

In this embodiment, the longitudinal connecting frame is an openable connecting frame, and the openable connecting frame includes two turning brackets 46 that can be turned from inside to outside, and the outer end of each turning bracket 46 is It is connected with one of the cave side brackets in an articulated manner; two of the overturning brackets 46 are assembled to form an escape bracket connected between two front and back adjacent high-side escape passage sections of the cave side.

In actual use, when there is no safety accident, the openable connection frame is in the open state as shown in FIG. 19, and at this time, the openable connection frame will not affect the gap between the auxiliary tunnel 42 and the main tunnel 21 Normal traffic; once water and sand flow occurs, the openable connection frame is in the open state as shown in FIG. 18, at this time, a plurality of the high-level escape passage segments in the main tunnel 21 of the tunnel are connected to form a layout on the tunnel. The coherent passage inside the cave 21 and leading to the outside of the cave. The escape personnel in the tunnel's main cave 21 only need to climb the coherent passage through the inclined ladder 34 to escape from the cave in a short time.

The longitudinal connecting frame can also adopt a detachable connecting frame. In actual use, when there is no safety accident, the longitudinal connecting frame is detached from the two high-level escape passage sections on the side of the cave, at this time, the longitudinal connecting frame will not affect the auxiliary tunnel 42 and the tunnel Normal passage between the caves 21; once water and sand flow occurs, connect the longitudinal connecting frame between the two high-level escape passage sections on the side of the cave, at this time, a plurality of the high positions in the tunnel's main cave 21 The escape passage segments are connected to form a coherent passage which is arranged in the tunnel main hole 21 and can lead to the outside of the tunnel. The escape personnel in the tunnel main hole 21 only need to climb to the coherent passage through the inclined ladder 34 in a short time Safely escaped outside the cave within time.

During actual construction, a plurality of the high-level escape passage supports 43 are fixed on the secondary lining 15-1 of the first tunnel.

In this embodiment, the clear distance between the pedestrian platform 44 on the side of the side wall and the filling layer 45 of the main arch invert is 2.2 m.

During the actual construction, the net distance between the pedestrian platform 44 on the side of the side wall and the filling layer 45 of the main tunnel's invert arch can be adjusted accordingly.

In this embodiment, a plurality of the high-level escape channel brackets 43 in each high-side escape channel segment on the side of the cave body are evenly arranged, and the interval between two adjacent high-level escape channel brackets 43 is 8 m~ 12m.

In this embodiment, the pedestrian platform 44 on the side of the side wall is a flat plate supported on the horizontal support platform.

In this embodiment, the high-level escape channel bracket 43 and the flip bracket 46 are both shaped steel brackets, which are not only easy to process, but also have a stable structure.

As shown in FIGS. 18 and 19, the flip bracket 46 includes an entrance side pedestrian platform 46-1 and a support frame 46-2 fixedly supported at the bottom of the entrance side pedestrian platform 46-1, and the entrance side high-level escape passage segment Two of the hole side pedestrian platforms 46-1 are spliced into a spliced pedestrian platform connected between the front and rear adjacent side wall side pedestrian platforms 44, the length of the spliced pedestrian platform is connected to the front and back The clear distance between the two side wall side pedestrian platforms 44 on both sides is the same, and the outer end of the hole side pedestrian platform 46-1 is connected to one of the hole side brackets in a hinged manner. In this embodiment, the spliced pedestrian platform and its adjacent side wall side pedestrian platform 44 are connected by a hinge shaft 16. In this embodiment, the support frame 46-2 is supported on the auxiliary tunnel invert arch filling layer 17 for filling the inward arch in the auxiliary tunnel 42.

In addition, the pedestrian platform 44 on the side wall and the pedestrian platform 46-1 on the entrance side are both rectangular platforms.

In order to ensure the continuity of the emergency escape system of the tunnel, when the section of the high-level escape channel on the entrance side is closed, all side wall side pedestrian platforms 44 and all entrance side pedestrian platforms are assembled to form a longitudinal pedestrian platform within the tunnel main hole 21 , See Figure 18 for details.

In this embodiment, the number of the support frame 46-2 in the flip bracket 46 is one, and the support frame 46-2 is supported on the bottom of the inner end of the pedestrian platform 46-1 on the side of the hole.

In addition, the entrance side pedestrian platform 46-1 includes a load-bearing frame and an entrance side pedestrian flat plate supported on the load-bearing frame, the outer end of the load-bearing frame is hingedly connected to one of the entrance-side brackets, and the support The frame 46-2 is supported at the bottom of the inner end of the load-bearing frame. In this way, the weight of the flip bracket 46 can be effectively reduced, which is convenient for flipping, and the structure of the flip bracket 46 is stable and the support is stable.

As shown in FIG. 19, in this embodiment, the two flip brackets 46 in the openable connection frame are a left bracket and a right bracket that are arranged on the left and right sides of the auxiliary tunnel opening, respectively. The openable connection frame further includes two flipping cables 48 that pull the flipping bracket 46 to turn from inside to outside, a lower guide pulley 49 disposed on the left side of the auxiliary tunnel opening, and two symmetrically disposed on the auxiliary tunnel The upper left guide pulley 50 and the upper right guide pulley 51 on the left and right sides of the opening. The upper left guide pulley 50 is arranged on the upper left side of the left bracket, and the upper right guide pulley 51 is arranged on the upper right of the right bracket. The lower guide pulley 49 is arranged on the upper left of the left side bracket and it is arranged directly below the upper left guide pulley 50;

One end of one flip cable 48 is fixed to the inner end of the right side bracket and the other end is connected to the hoist 52 via the upper right guide pulley 51 and the left upper guide pulley 50, and one end of the other flip cable 48 It is fixed to the inner end of the left side bracket and the other end thereof is connected to the hoisting machine 52 after passing through the lower guide pulley 49, and the hoisting machine 52 is arranged on the high-side escape passage section on the left side of the auxiliary tunnel opening.

In this embodiment, the hoisting machine 52 is an electric hoisting machine. By controlling the motor hoisting machine to perform forward and reverse rotation, the opening and closing control of the openable connection frame can be achieved, which is simple to control and convenient to implement.

When a power outage accident occurs in the main tunnel 21 of the tunnel, the two reversing pull cords 48 can also be retracted manually to open and close the openable connection frame.

As shown in FIG. 20 and FIG. 21, the high-level escape channel bracket 43 includes a triangular bracket 43-1 arranged vertically and a vertical bar 43-2 fixed at the upper part inside the triangular bracket 43-1. The bracket 43-1 includes a horizontal support rod and an inner diagonal support rod and an outer diagonal support rod disposed under the inner and outer sides of the horizontal support rod, and the upper end of the inner diagonal support rod is supported by the horizontal support rod Below the inner end, the upper end of the outer diagonal support bar is supported below the outer end of the horizontal support bar, and the lower ends of the inner diagonal support bar and the outer diagonal support bar are tightly connected as a whole; A plurality of anchor bars 43-3 anchored to the fixed side wall of the escape channel are fixed on the outer side wall of the strut from top to bottom, and the plurality of anchor bars 43-3 and the triangular bracket 43-1 and the vertical direction The gear levers 43-2 are all arranged on the same vertical plane;

A plurality of the horizontal support rods in each section of the high-side escape channel on the side of the cave are arranged on the same plane and constitute a longitudinal support platform, and the side wall side pedestrian platform 44 is supported on the horizontal support platform .

When fixing the high-level escape channel bracket 43, it is only necessary to fix the pre-formed high-level escape channel bracket 43 to the fixed side wall of the escape channel through a plurality of anchor bars 43-3, and the fixation is firm. The triangular bracket 43-1 is a shaped steel bracket with a stable structure and reliable support.

In this embodiment, the number of anchor bars 43-3 in each of the high-level escape channel supports 43 is two. In actual use, the number of anchor steel bars 43-3 in each of the high-level escape channel brackets 43 and the placement positions of the anchor steel bars 43-3 can be adjusted accordingly according to specific needs.

In order to further improve the protection effect, the section of the high-side escape passage on the side of the cave body also includes a plurality of longitudinal railings 47 arranged on the same vertical plane from top to bottom. , Multiple longitudinal railings 47 are arranged in parallel;

A plurality of the vertical barrier bars 43-2 in each section of the high escape passage on the side of the cave body constitute a vertical enclosure skeleton; a plurality of the longitudinal railings 47 are fixed on the vertical enclosure skeleton Each longitudinal railing 47 is fixedly connected to a plurality of vertical rails 43-2 in the vertical enclosure framework.

In this embodiment, the segment of the high-level escape passage on the side of the cave includes three longitudinal railings 47. In actual use, the number of longitudinal railings 47 included in the segment of the high-level escape channel on the side of the cave body and the arrangement position of each longitudinal railing 47 can be adjusted accordingly according to specific needs.

In this embodiment, the longitudinal railing 47 is steel bar and is welded and fixed to the vertical rail 43-2.

In this embodiment, the upper part of the inclined ladder 53 is supported inside the horizontal support rod.

In addition, the diagonal ladder 53 is a ladder formed by welding steel bars.

In order to further ensure stability, the inclined ladder 53 is welded and fixed to the horizontal support rod, and the bottom of the inclined ladder 53 is anchored in the filling layer 45 of the vertical arch and arch.

In this embodiment, each of the auxiliary tunnel entrance ladder and the tunnel side ladder connected thereto are located on the same side of the auxiliary tunnel 42. Therefore, the connection mechanism does not affect the normal passage of the auxiliary tunnel opening.

In this embodiment, each of the auxiliary tunnel opening ladders is connected to the nearest one of the tunnel side ladders by a connecting rope 58, and a pair of connecting ropes 58 are provided on the left and right sides of each auxiliary tunnel opening Oriented's guide wheel 59.

In actual use, the connection mechanism may also be the connection frame.

In this embodiment, the emergency ladders 54 of the two tunnel emergency escape devices in each auxiliary tunnel emergency escape system are arranged in a staggered manner.

Moreover, the emergency ladder 54 gradually slopes inward from top to bottom.

During actual construction, a plurality of the emergency ladders 54 in the ladder group are evenly arranged, and the distance between the two adjacent emergency ladders 54 in the front and rear is 8m-12m. The vertical distance between the emergency sign light 16 and the top of the emergency ladder 54 located directly below it is 0.4m-0.6m.

In this embodiment, the distance between two adjacent emergency ladders 54 in the ladder group is 10 m.

In the actual construction process, the distance between the two adjacent emergency ladders 54 in the front and rear of the ladder group can be adjusted according to specific needs.

In actual processing, the emergency ladder 54 is a ladder made of welded steel bars. In this embodiment, the emergency ladder 54 is made of φ25mm steel bar welded.

In this embodiment, the safety rope 55 is hemp rope and its binding is fixed on the emergency ladder 54.

In addition, the safety rope 55 is a φ25mm hemp rope, and the hemp rope is firmly tied with the steel ladder.

In this embodiment, the emergency ladder 54 is fixed on the second tunnel secondary lining 15-2 or the third tunnel secondary lining 15-3.

As shown in FIG. 24, each of the emergency ladders 54 includes two main supports symmetrically arranged and supported on the auxiliary tunnel overfill 17 and a plurality of top supports connected to the two main supports Crossbars between the pieces; each of the main support members is fixed on the second tunnel secondary lining 15-2 by multiple planting ribs 40 arranged on the same vertical plane from top to bottom; the planting ribs 40 is a steel bar whose inner end is implanted in the secondary lining 15-2 of the second tunnel, and the outer end of the planting bar 40 is firmly connected with the main support member as a whole.

In order to ensure a firm fixation, the bottom of the main support member is anchored in the auxiliary tunnel backfill 17.

The vertical distance between the upper safety rope and the bottom of the emergency ladder 54 is 1.4m to 1.6m, and the vertical distance between the lower safety rope and the bottom of the emergency ladder 54 is 0.9m to 1.1m.

In this embodiment, the vertical distance between the upper safety rope and the bottom of the emergency ladder 54 is 1.5m, and the vertical distance between the lower safety rope and the bottom of the emergency ladder 54 is 1m. During actual construction, the binding height of the upper safety rope and the lower safety rope on the emergency ladder 54 can be adjusted according to specific needs. The safety rope 55 is also called an escape rope.

For further escape requirements, both the emergency ladder 54 and the diagonal ladder 53 are hung with life jackets and life buoys for standby in an emergency.

In actual use, when there is no safety accident, the openable connection frame is in the open state as shown in FIG. 19, and at this time, the openable connection frame will not affect the gap between the auxiliary tunnel 42 and the main tunnel 21 Normal traffic; once water and sand flow occurs, the openable connection frame is in the open state as shown in FIG. 1, at this time, the multiple high-level escape passage segments in the main tunnel 21 of the tunnel are connected to form a layout that is laid on the tunnel. A coherent passage inside the cave 21 and leading to the outside of the cave. Escapers in the tunnel's main cave 21 only need to climb the coherent passage through the inclined ladder 34 to escape from the cave safely in a short time; and the auxiliary tunnel 42 The escape personnel inside can move from the auxiliary tunnel entrance ladder in the auxiliary tunnel 42 to the side tunnel ladder in the main tunnel 21 through the connection mechanism, and then quickly move out of the cave through the high-level escape platform.

Since a plurality of the high-level escape passage segments are all arranged inside the side wall of the tunnel main hole 21 (that is, the fixed side wall of the escape passage), a plurality of the high-level escape passage sections depend on the escape passage The fixed side wall layout will not affect the normal passage in the main tunnel 21 of the tunnel. At the same time, the two tunnel emergency escape devices in each of the auxiliary tunnel emergency escape systems are also arranged by the side walls on both sides of the auxiliary tunnel 42, so the auxiliary tunnel emergency escape system will not affect the auxiliary tunnel 42. Normal traffic.

The above are only preferred embodiments of the present invention, and do not limit the present invention. Any simple modifications, changes, and equivalent structural changes made to the above embodiments based on the technical essence of the present invention still belong to the technology of the present invention. Within the scope of protection of the program.

Claims

A construction method for a high-angle thrust-rich water-rich and sand-rich fault tunnel, characterized in that the main tunnel (21) of the constructed tunnel is divided into a rear tunnel section (3) and is located in front of the rear tunnel section (3) The front tunnel section (4) and the middle tunnel section (5) connected between the rear tunnel section (3) and the front tunnel section (4) and passing through the high-angle thrust water-rich sand fault (6) ); on the same side of the tunnel's main hole (21), a roundabout guide pit (1) and a drain hole (2) are provided, and the roundabout guide pit (1) and the drain hole (2) both traverse high from back to front Angled thrust tunnel with water-rich and sand-rich fault (6); the detour guide pit (1) is a detour guide formed by excavation between the rear tunnel section (3) and the front tunnel section (4) Pit, the detour guide pit (1) and the tunnel main hole (21) are arranged on the same horizontal plane; the detour guide pit (1) is divided into a rear guide pit section, a middle guide pit section and a front side from back to front A pit section, the front pit section is located in front of the rear pit section, the middle pit section is connected between the rear pit section and the front pit section, the The middle guide pit section is laid in parallel with the tunnel main hole (21), the rear end of the rear guide pit section intersects the rear tunnel section (3) and the intersection of the two is the rear guide pit intersection, the front side The front end of the guide pit section intersects the front tunnel section (4) and the intersection between them is the front intersection of the guide pit; the rear guide pit section is located at the rear side of the middle tunnel section (5);

The drain hole (2) includes a rear hole body and a front hole body located in front of the rear hole body and arranged in parallel with the tunnel front hole (21), the front hole body is located in the tunnel front hole (21) above the side and between the main tunnel hole (21) and the middle pit guide section, the rear side cave body is a tunnel cave that gradually slopes upward from back to front; the rear side cave body The rear end intersects with the rear tunnel section (3) and the intersection of the two is a drain tunnel intersection. The rear pit guide intersection and the drain tunnel intersection are both located behind the central tunnel section (5). The intersection of the discharge tunnel and the rear side of the cave are both located behind the intersection of the guide pit;

The front side cave body is divided into a rear side cave body and a front side drain body located at the front side of the rear side body and passing through a high-angle thrust water-rich and sand-rich fault (6). The body and the rear cavity in the front side cavity constitute a drainage cavity of the drain hole (2);

The middle guide pit section is divided into a rear guide pit section and a front guide pit section located on the front side of the rear guide pit section and passing through a high-angle thrust water-rich sand fault (6), the rear side The guide pit section and the rear guide pit section of the middle guide pit section constitute a back side roundabout guide pit section of the roundabout guide pit (1);

When excavating and supporting the construction tunnel, the following steps are included:

Step 1. Preliminary excavation and support construction of the rear tunnel section: excavation of the tunnel section in the rear tunnel section (3) located behind the intersection of the spillway in the longitudinal extension direction of the tunnel , And support the excavated tunnel section (3) from back to front;

Step 2: Simultaneous excavation and support construction of the rear tunnel section and the drainage tunnel drainage body: When the rear tunnel section (3) is excavated to the location of the intersection of the drainage tunnel, it extends longitudinally along the tunnel The direction from the front to the back of the tunnel section (3) located between the intersection of the spillway tunnel and the intersection of the guide pit excavation construction, while starting from the intersection of the spillway tunnel Excavate the drainage hole of the drainage hole (2) from back to front, and separately support the excavated back tunnel section (3) and the drainage hole (2) from back to front;

Step 3: Excavation and support construction of the back tunnel section, the drainage tunnel drainage body and the back roundabout guide pit section: wait for the back tunnel section (3) to be excavated to the location of the intersection behind the guide pit When locating, excavate the tunnel section in the rear tunnel section (3) located in front of the intersection behind the guide pit along the longitudinal extension direction of the tunnel, and form the excavation from the front to the back Support the side tunnel section (3); at the same time, continue excavation of the drainage tunnel body of the discharge tunnel (2), and start the roundabout guide pit (1) from the front to the back of the guide pit Excavation of the roundabout guide pit section on the back side, and support of the excavated drainage hole (2) and the roundabout guide pit (1) from back to front;

Step 4: Excavation and support construction of the front discharge tunnel, the front pit section and the middle tunnel section:

The length of the front drain hole body, the front guide pit section and the middle tunnel section (5) are all the same and the three are arranged in parallel, the front drain hole body and the front guide pit section And the central tunnel section (5) are divided into multiple tunnel sections from back to front, and the lengths of the multiple tunnel sections are the same;

When constructing the front drain hole body, excavation and support construction are performed on the multiple tunnel segments of the front drain hole body from back to front along the extending direction of the tunnel; The excavation and support construction methods of the tunnel sections are the same; each of the tunnel sections of the front discharge tunnel body is provided with an outer drainage hole group;

Each of the outside drainage hole groups includes one or more rows of arch drainage holes (8) and a plurality of rows of side wall drainage holes (9) arranged from back to front, and a plurality of rows of the arch drainage holes (8) ) Laid out from the front to the front along the longitudinal extension of the front side cave; each row of the arch drainage holes (8) includes a plurality of arches arranged from left to right in the front drain body Outer arch drainage holes (8), each of the arch drainage holes (8) is a borehole drilled into the high-angle thrust water-rich sand fault (6) from back to front, each of which The arch drainage holes (8) are gradually inclined upward from back to front; the openings of all arch drainage holes (8) in each row of the arch drainage holes (8) are all arranged in the same of the front side cavity Cross section

Each row of the side wall drainage holes (9) includes left and right two sets of side wall drainage holes (9) symmetrically arranged on the outside of the left and right side walls of the front drain hole body, and two sets of the side wall drainage One set of the side wall drainage holes (9) in the hole (9) is located above the tunnel main hole (21), and the other set of the side wall drainage holes (9) is located above the roundabout guide pit (1); The side wall drain holes (9) each include a plurality of side wall drain holes (9) arranged from top to bottom, and each side wall drain hole (9) is horizontally arranged; each row of the side wall drain holes (9) 9) The openings of all the side wall drainage holes (9) are arranged on the same cross section of the front side cavity; each of the side wall drainage holes (9) is drilled from the front to the high angle Boreholes in the thrust-rich water-rich sand fault (6);

When excavating and supporting construction of any of the tunnel segments in the front discharge tunnel, the process is as follows:

Step A1. Drainage hole construction: Use a drilling machine to drill the arch drainage hole (8) and the side wall drainage hole (9) of the drainage hole group outside the hole in the tunnel section respectively to obtain the construction-formed hole Outer drainage hole group;

Step A2. Drainage: Drain the water through the drainage hole group outside the hole in step A1;

Step A3, excavation and support: excavate the tunnel segment from the back to the front along the longitudinal extension of the tunnel, and support the excavated discharge tunnel (2);

After the excavation and support of a plurality of tunnel segments of the front drain hole body are completed, the construction process of the drain hole (2) is completed;

When excavating and supporting the front guide pit segment, excavating and supporting the multiple tunnel segments of the front guide pit segment separately from back to front along the extending direction of the tunnel; The excavation and support construction methods of multiple tunnel sections are the same; each tunnel section of the front guide pit section is provided with a guide pit drainage hole group;

Each of the guide hole drainage hole groups includes a plurality of rows of side drainage holes (19) arranged from back to front, and each row of the side drainage holes (19) includes a plurality of side portions arranged from top to bottom Drainage holes (19), each of the side drainage holes (19) are arranged horizontally; the openings of all the side drainage holes (19) in each row of the side drainage holes (19) are all arranged on the The same cross section of the front guide pit section; each of the side drainage holes (19) is a borehole drilled into the high-angle thrust water-rich sand fault (6) from back to front;

When excavating and supporting the tunnel section of any of the front guide pit sections, the process is as follows:

Step B1. Drainage hole construction: use a drilling machine to drill the side drainage holes (19) of the guide pit drainage hole group in the tunnel segment respectively to obtain the construction formed guide pit drainage hole group;

Step B2. Drainage: drain water through the drainage hole group of the guide pit described in step B1;

Step B3. Excavation and support: excavate the tunnel segment from the back to the front along the longitudinal extension of the tunnel, and support the detour shaped pit (1) formed by excavation; in this step, the front The palm face of the partial guide pit section is located on the back side of the palm face of the front drain hole;

After all of the tunnel sections of the front guide pit section are excavated and supported, the construction process of the front guide pit section is completed;

When excavating and supporting the central tunnel section (5), excavating and supporting the multiple tunnel sections of the central tunnel section (5) separately The excavation and support construction methods of the sections are the same;

The main tunnel (21) of the central tunnel section (5) is divided into an upper cave, a central cave (1-2) and a lower cave (1-3) from top to bottom. The upper cave is divided into The left guide hole (1-11) and the right guide hole (1-12) located on the right side of the left guide hole (1-11);

The initial supporting structure of the middle tunnel section (5) is a double-layer initial supporting structure, and the double-layer initial supporting structure includes an initial spray of concrete formed by a layer of concrete sprayed on the inner wall of the main tunnel tunnel (21) Layer (25-2), multi-layered steel arch frame (25) supporting the tunnel main tunnel (21) and supported on the inside of the primary concrete spraying layer (25-2), one layer sprayed on the primary concrete spraying layer (25-2) The concrete double sprayed layer (25-1) formed by the concrete on the top, and the grid steel supporting the main tunnel tunnel (21) and supported on the inside of the concrete double sprayed layer (25-1) Frame (25-3) and a concrete internal spray layer (25-8) formed by a layer of concrete sprayed on the concrete double spray layer (25-1), the profiled steel arch frame (25) and the grid steel frame (25 25-3) Both are supporting steel frames that support the full section of the tunnel main tunnel (21) and the shape of both is the same as the cross-sectional shape of the tunnel main tunnel (21); -2), the cross-sectional shapes of the concrete double sprayed layer (25-1) and the concrete inner sprayed layer (25-8) are the same as the cross-sectional shape of the tunnel main hole (21); many of the shaped steel arches (25 ) Have the same structure and they are laid out from back to front along the longitudinal extension of the tunnel, the multiple steel arches (25) are tightly connected as a whole by a longitudinal connection structure; the multiple grid steel frames (25- 3) The structures are the same, the number of the steel grids (25-3) is the same as the number of the steel arches (25), and each of the steel arches (25) is provided with a grid Steel frame (25-3), each of the profiled steel arch frame (25) and the grid steel frame (25-3) arranged on the inner side thereof are arranged on the same tunnel cross section of the tunnel main hole (21); The shaped steel arch frames (25) are all embedded in the concrete double sprayed layer (25-1), and the layer thickness of the concrete double sprayed layer (25-1) is greater than the thickness of the shaped steel arch frame (25); The grid steel frame (25-3) is embedded in the concrete inner spray layer (25-8), the thickness of the concrete internal spray layer (25-8) is greater than the thickness of the grid steel frame (25-3); The shaped steel arches (25) are evenly arranged, the distance between two adjacent shaped steel arches (25) is d and the value range of d is 0.8m-1.2m;

In the double-layer initial supporting structure, the primary concrete spraying layer (25-2), the multiple-shaped steel arch frame (25) and the concrete multiple spraying layer (25-1) constitute an outer primary supporting structure (18) , The concrete inner spray layer (25-8) and the grid steel frame (25-3) constitute the inner layer primary support structure (37) located inside the outer layer primary support structure (38);

Each of the shaped steel arches (25) consists of an arch wall support arch supporting the arch wall of the tunnel main tunnel (21) and a tunnel arch support supporting the bottom of the tunnel main tunnel (21) ( 25-5) spliced together, the tunnel invert arch bracket (25-5) is located directly under the arch wall support arch and the two are on the same tunnel cross section, the tunnel invert arch bracket (25-5) ) And the arch wall support arch form a closed full-section bracket; the arch wall support arch is composed of a pair of upper arches (25-4) located in the upper cavity and two symmetrically arranged on the upper arch The side brackets (25-9) below the left and right sides of the frame (25-4) are spliced together, and the two side brackets (25-9) are both located in the middle cave (1-2); the tunnel The arch support (25-5) is located in the lower cave (1-3). The left end of the tunnel arch support (25-5) is firmly connected to the bottom of one of the side supports (25-9). The right end of the tunnel arch support (25-5) is firmly connected to the bottom of another side support (25-9); the upper arch (25-4) is located on the left side of the guide hole (1-11) ) The left arch (25-41) in the inside and the right arch (25-42) in the right guide hole (1-12) are spliced;

When excavating and supporting any of the tunnel sections of the central tunnel section (5), the following steps are included:

Step F1: Excavation of the upper cave and initial support, the process is as follows:

Step F11. Excavation of the left guide tunnel and initial outer support: excavate the left guide tunnel (1-11) of the currently excavated tunnel segment along the longitudinal extension direction of the tunnel from back to front;

During the excavation of the left guide hole (1-11), a layer of concrete is sprayed on the inner wall of the left guide hole (1-11) formed from the back to the front to obtain the left guide hole (1-11) The initial concrete spraying layer (25-2) in the inside, and install the left arch (25-41) in the excavated left guide hole (1-11) from back to front, and make the left arch ( 25-41) Stand on the inside of the primary concrete spraying layer (25-2); at the same time, spray a layer of concrete on the concrete primary spraying layer (25-2) with the left arch (25-41) on the inside to obtain the left The concrete double spray layer (25-1) in the side guide hole (1-11), and the left arch (25-41) is buried in the concrete double spray layer (25-1) to complete the left guide hole (25-1) 1-11) Construction process of the inner and outer primary support structure (38);

Step F12. Excavation of the right guide hole and initial outer support: during the excavation of the left guide hole (1-11) described in step F11, the current excavation is synchronized from the front to the back along the longitudinal extension of the tunnel Excavate the right-hand guide hole (1-12) of the tunnel segment to obtain the upper hole formed by excavation;

During the excavation of the right guide hole (1-12), a layer of concrete is sprayed on the inner wall of the excavated right guide hole (1-12) from back to front to obtain the right guide hole (1-12) The initial concrete spraying layer (25-2) in the inside, and install the right arch (25-42) in the excavated right guide hole (1-12) from back to front to make the right arch (25 -42) Stand on the inside of the primary concrete spraying layer (25-2) and fasten the right arch (25-42) and the left arch (25-41) together to obtain the upper part Arch (25-4); At the same time, a layer of concrete is sprayed on the primary concrete spraying layer (25-2) with the right arch (25-42) on the inside to obtain the right guide hole (1-12) Concrete re-spraying layer (25-1), and the right arch (25-42) is buried in the concrete re-spraying layer (25-1) to complete the construction of the primary support structure (38) in the upper and inner layers of the upper cave process;

During the excavation in this step, the palm face of the right guide hole (1-12) is located behind the palm face of the left guide hole (1-11);

Step F2. Excavation of the central cave and initial support of the outer layer: During the excavation of the upper cave in step F1, the current direction of the tunnel is extended from back to front under the upper cave that has been excavated and shaped. Excavate the middle cave (1-2) of the excavated tunnel segment;

During the excavation of the middle cave (1-2), a layer of concrete is sprayed on the inner wall of the excavated middle cave (1-2) from back to front to obtain the concrete in the middle cave (1-2) First spray the layer (25-2), and install the side brackets (25-9) on the left and right sides of the excavated middle cavity (1-2) from back to front, so that the side brackets (25-9) Stand on the inside of the primary concrete spraying layer (25-2) and make each of the side brackets (25-9) firmly connected with the upper arch (25-4) in step F12; at the same time Spray a layer of concrete on the initial concrete spraying layer (25-2) with the side bracket (25-9) on the inside to obtain the concrete re-spraying layer (25-1) in the middle cave (1-2), and make The side brackets (25-9) are buried in the concrete re-spray layer (25-1) to complete the construction process of the inner and outer primary support structures (38) of the middle cave (1-2);

The two left and right side brackets (25-9) in the middle cave (1-2) are connected with the upper arch (25-4) in step F12 to form an arch wall arch;

During the excavation in this step, the palm face of the central hole (1-2) is located behind the palm face of the right guide hole (1-12) in step F12;

Step F3, excavation of the lower cave and initial support of the outer layer: during the excavation of the middle cave in step F2, the excavated middle cave (1-2) is formed from back to front along the longitudinal extension of the tunnel The lower part of the currently excavated tunnel segment (1-3) is excavated below to obtain the excavated tunnel main hole (21);

During the excavation of the lower cavity (1-3), a layer of concrete is sprayed on the inner wall of the excavated lower cavity (1-3) from back to front to obtain the concrete in the lower cavity (1-3) Primary spraying layer (25-2), and install the tunnel arch support (25-5) in the excavated lower cavity (1-3) from back to front to make the tunnel arch support (25-5) support Stand on the inside of the primary concrete spraying layer (25-2) and connect the tunnel arch support (25-5) with the arch wall arch described in step F2 to form a steel arch (25); Spray a layer of concrete on the primary spraying layer (25-2) of the arch support (25-5) to obtain the concrete re-spraying layer (25-1) in the lower cave (1-3), and make the tunnel arch support ( 25-5) Buried in the concrete re-spray layer (25-1) to complete the construction process of the primary support structure (38) in the inner and outer layers of the main tunnel (21);

During the excavation in this step, the palm face of the lower hole (1-3) is located on the back side of the palm face of the middle hole (1-2) in step F2;

Step F4. Inner layer initial support and secondary lining construction: During the excavation process in step F3, a grid steel frame (25- 3) At the same time, a layer of concrete is sprayed on the outer primary support structure (38) with the grille steel frame (25-3) on the inside from the back to the front to obtain the inner spray layer (25-8) of the concrete The grid steel frame (25-3) is embedded in the concrete inner spray layer (25-8) to complete the construction process of the inner primary support structure (37) to obtain the construction of the double-layer initial support structure;

During the initial support of the inner layer in step F4, the secondary lining (36) of the tunnel is constructed from the back to the inside of the double-layered initial support structure that has been formed, to complete the excavation and support of the tunnel segment process;

Step 5. Excavation and support construction of the front tunnel section: the front tunnel section (4) is divided into a front tunnel section located in front of the front intersection of the guide pit and a back section located in front of the front intersection of the guide pit Rear tunnel section on the side;

After the excavation of the front guide pit section in step 4 is completed, excavate the front guide pit section from back to front, and support the roundabout guide pit (1) formed by excavation from back to front Until the completion of the roundabout guide pit (1) excavation and support process;

After excavation of the roundabout guide pit (1) is completed, the front tunnel section of the front tunnel section (4) is excavated from back to front along the longitudinal extension of the tunnel, and the excavation is formed from back to front The front tunnel section is supported; at the same time, the rear tunnel section of the front tunnel section (4) is excavated from front to back along the longitudinal extension direction of the tunnel, and the rear tunnel formed by excavation is formed from front to back Section to support.
The construction method for crossing a high-angle thrusting water-rich and sand-rich fault tunnel according to claim 1, characterized in that: the front sluice tunnel body, the front pit guide section and the middle tunnel section (5) are all composed of Back to front is divided into N said tunnel segments, N is the total number of tunnel segments in the middle tunnel segment (5), N is a positive integer and N ≥ 2;

After the drainage in step B2 is completed, the drainage process of the i-th tunnel segment in the front pit section is completed; where i is a positive integer and i=1, 2, 3, ..., N;

After the drainage process of the i-th tunnel segment in the front guide pit segment is completed, proceed to step B1 to excavate the i-th tunnel segment of the front drain tunnel and Support construction;

After the drainage process of the i-th tunnel segment in the front guide pit segment is completed, curtain grouting reinforcement of the i-th tunnel segment in the middle tunnel segment (5); After the curtain grouting reinforcement of the i-th tunnel segment in section (5) is completed, the i-th tunnel segment in the middle tunnel section (5) is excavated and supported.
The construction method for a high-angle thrust water-rich and sand-rich fault tunnel according to claim 2, characterized in that: after the drainage is completed in step A2, the i-th tunnel segment in the front discharge tunnel body is completed Drainage process;

After the drainage process of the i-th tunnel segment in the front discharge tunnel body is completed, curtain grouting reinforcement is performed on the i-th tunnel segment in the front guide pit segment; After the curtain grouting reinforcement of the i-th tunnel segment in the front pit section is completed, proceed to step B4 to excavate and dig the i-th tunnel segment in the front pit section Support.
The construction method for a high-angle thrust water-rich and sand-rich fault tunnel according to claim 1, 2 or 3, characterized in that the length of each tunnel segment is L1 and the value range of L1 is 15m～ 25m.
The construction method for crossing a high-angle thrust water-rich and sand-rich fault tunnel according to claim 1, 2 or 3, characterized in that: an inclined shaft (13) is provided behind the drainage hole (2), the inclined The front end of the well (13) intersects with the main tunnel tunnel (21) and the intersection of the two is an inclined shaft intersection. The inclined shaft intersection is located behind the intersection of the discharge tunnel; the inclined shaft (13) is It is used to drain the water discharged from the discharge hole (2) from the tunnel main hole (21);

When the preliminary excavation of the rear tunnel section is carried out in the first step, the tunnel section located behind the inclined shaft intersection in the rear tunnel section (3) is excavated from back to front along the longitudinal extension direction of the tunnel; After the back tunnel section (3) is excavated to the position where the inclined shaft intersection is located, then from the front to the back of the tunnel section (3) located at the intersection of the inclined shaft and the location along the longitudinal extension direction of the tunnel Excavation of the tunnel section between the intersections of the discharge tunnels, and excavation construction of the inclined shaft (13) from the intersection of the inclined shafts;

The arch drainage holes (8), the side wall drainage holes (9) and the side drainage holes (19) are all formation drainage holes;

In step A2, when draining through the drainage hole group outside the hole in step A1, the water is discharged into the drainage hole (2) through the drainage holes in each layer in the drainage hole group outside the hole, and then passes through the rear tunnel section (3) The tunnel section between the intersection of the inclined shaft and the intersection of the discharge tunnel discharges water into the inclined shaft (13), and finally discharges the water through the inclined shaft (13) completed by excavation;

In step B2, when draining through the guide pit drainage hole group in step B1, the water is discharged into the roundabout guide pit (1) through each layer drainage hole in the guide pit drainage hole group, and then passes through the rear tunnel section (3) The tunnel section between the intersection of the inclined shaft and the intersection of the discharge tunnel discharges water into the inclined shaft (13), and finally discharges the water through the inclined shaft (13) completed by excavation.
The construction method for crossing a high-angle thrust water-rich and sand-rich fault tunnel according to claim 1, 2 or 3, characterized in that: before the upper tunnel excavation and initial support in step F1, the current construction needs The tunnel section is advanced supported, and the tunnel section advanced support structure of the currently constructed section is obtained; the side wall of the tunnel main hole (21) is divided into an upper wall and a wall located directly below the upper wall Lower wall;

The advanced support structure of the tunnel segment includes an advanced pipe shed support structure and an advanced small pipe grouting support structure that support the same tunnel segment, and the longitudinal length of the advance pipe shed support structure is greater than The length of the tunnel segment;

The advanced pipe shed supporting structure includes a plurality of pipe shed pipes (28) drilled from the front to the front of the tunnel front hole (21) in the rock layer in front of the palm face and a plurality of pipe shed pipes (28). Guided pipe shed guide frame, a plurality of the pipe shed tubes (28) are laid out from left to right along the contour of the arch of the tunnel's main hole (21); the pipe shed guide frame is provided with a plurality of pipe sheds A pipe shed pipe installation hole (29) for installing the pipe (28), and the rear ends of the plurality of pipe shed pipes (28) are all installed on the pipe shed guide frame;

The advanced small pipe grouting support structure includes a plurality of arch wall leading small pipe grouting support structures that perform advanced support on the same arch wall of the tunnel segment, and the plurality of arch wall leading small pipe grouting support structures The grouting support structure is evenly distributed and it is laid out from back to front along the longitudinal extension direction of the tunnel. The lap length of the grouting support structure of the two small advancing arch pipes in the front and back is not more than 3m; The spacing L between the grouting and supporting structure of the leading small pipe in the arch wall is n=n×d, where n is a positive integer and the value range of n is 3 to 6; the side wall of the tunnel positive hole (21) is divided Is an upper wall and a lower wall located directly below the upper wall;

Each of the arch wall leading small pipe grouting support structure includes a small pipe guide frame, an arch leading small pipe grouting support structure for leading the arch of the tunnel segment, and left and right two A side wall leading small pipe grouting support structure that respectively supports the lower walls of the side walls on the left and right sides of the tunnel segment, and the two side wall leading small pipe grouting support structures are arranged symmetrically , Two of the side wall advanced small pipe grouting support structures and the arch leading small pipe grouting support structure are both arranged on the same tunnel cross-section and the longitudinal lengths of the three are the same; The grouting support structure of the leading small pipe in the arch part includes multiple grouting small pipes (22) in the rock layer in front of the palm face of the tunnel from the front to the front hole (21) of the tunnel. The small pipe (22) is laid out from the left to the right along the contour of the arch of the tunnel's main tunnel (21); each side wall advanced small pipe grouting support structure includes multiple drilled holes from the front to the tunnel The side wall grouting small pipe (23) in the rock layer in front of the palm face of the front hole (21), multiple side wall grouting small pipes (23) follow the outline of the lower wall of the tunnel main hole (21) Arrange from top to bottom; the structure and size of all side wall grouting small pipes (23) and all arch grouting small pipes (22) in each arch wall advance small pipe grouting support structure are the same and They are all arranged on the same tunnel cross section of the tunnel's main hole (21);

The small pipe guide frame is a guide frame for guiding all the side wall grouting small pipes (23) and all the arch grouting small pipes (22) in the arch wall advance small pipe grouting support structure, respectively , The small duct guide frame is an initial support arch (25); the arch section of the small duct guide frame has a plurality of arch mounting holes for mounting the grouting small duct (22) from left to right , The left and right sides of the small pipe guide frame are provided with a plurality of side mounting holes for the installation of side wall grouting small pipes (23), and the side wall injection in the arch wall advance small pipe grouting support structure The rear ends of the small catheter (23) and the small grouting catheter (22) at the arch are both installed on the same small catheter guide.
The construction method for crossing a high-angle thrust water-rich and sand-rich fault tunnel according to claim 6, characterized in that: before the upper tunnel excavation and initial support are carried out in step F1, the tunnel segment currently under construction is advanced Pipe shed support to obtain the advanced pipe shed support structure for the tunnel segment;

The upper cave and the middle cave (1-2) form a middle and upper cave, the heights of the upper and lower caves (23) are greater than 4m, and the height of the middle cave (1-2) Not more than 10m;

In step F2, when excavating the middle cavity (1-2) of the currently excavated tunnel segment from the back to the top of the excavated tunnel, multiple excavations are divided from the front to the front Section excavation of the central cave (1-2) of the tunnel section;

Before excavating any one of the excavation segments, the arch wall of the excavation segment is first advanced small pipe grouting reinforced, and a leading small pipe grouting support structure is obtained;

The length of each excavation segment is the same as the distance L between the grouting and supporting structures of the two leading small pipe advancing front and back of the arch wall.
The method for constructing a high-angle thrust water-rich and sand-rich fault tunnel according to claim 6, characterized in that the main tunnel hole (21) is divided into an upper tunnel body and a tunnel directly below the upper tunnel body A tunnel under the tunnel, the cross section of the tunnel above the tunnel is semicircular; the upper wall of the side wall is located inside the tunnel upper cavity and the lower wall is located below the tunnel cavity; The grouting support structure of the leading small pipe of the side wall is located outside the tunnel under the tunnel;

The area where the mounting hole of the arch portion is opened on the guide tube of the small pipe is an opening area of the arch portion, and the shape of the opening area of the arch portion is an arc and its center angle is 120°;

The area where the pipe shed pipe mounting holes (29) are opened on the pipe shed guide frame is an upper opening area, and the shape of the upper opening area is an arc and its center angle is 180°.
The method for constructing a high angle thrust water-rich and sand-rich fault tunnel according to claim 1, 2 or 3, characterized in that the rear tunnel section (3) and the central tunnel section (3) of the tunnel main tunnel (21) 5) The main tunnel section is composed of a high-level escape platform, which is arranged along the longitudinal length of the main tunnel section and the length of the two is the same; each of the auxiliary tunnels (42 ) There is an emergency escape system for the auxiliary tunnel connected with the high-level escape platform;

The high-level escape platform includes three high-level escape channel segments arranged on the side of the tunnel from the back to the front of the tunnel body (21), and all three high-level escape channel segments are along the longitudinal direction of the main tunnel (21) They are arranged in the extension direction and they are all arranged on the inside of one side wall of the tunnel main hole (21); each section of the tunnel side high-level escape channel is fixed on the side wall of the tunnel main hole (21). The side wall fixed by the high-side escape passage section on the side of the cave is a fixed side wall of the escape passage; the two high-side escape passage sections adjacent to the front and rear of the cave are connected by a high side escape passage section at the entrance side, The section of the high-side escape channel on the side of the opening is located outside the opening of the auxiliary tunnel and is arranged in the tunnel main tunnel (21); Longitudinal connecting frame;

The three high-level escape passage sections are respectively the rear high-level escape passage sections arranged in the main tunnel section which are located at the rear side of the discharge tunnel intersection, and are arranged in the main tunnel section The middle high-level escape passage section in the tunnel section between the rear guide pit intersection and the discharge tunnel intersection and the tunnel section located in front of the rear guide pit intersection in the main tunnel section The segment of the front high escape route in the middle;

The section of the high-side escape channel on the side of the cave body includes a plurality of high-level escape channel brackets (43) arranged from back to front along the longitudinal extension direction of the tunnel's main hole (21) and one supported by the plurality of high-level escape channel brackets 43) The side wall side pedestrian platform (44) on which the escape personnel walk, and a plurality of the high-level escape channel brackets (43) are fixed to the side wall fixed to the escape channel and constitute a side wall side pedestrian platform ( 44) Supported tunnel longitudinal support system, each of the high-level escape channel supports (43) is arranged on the tunnel cross section of the tunnel main hole (21) at the location where it is located; the side wall side pedestrian platform (44) The clear distance between the invert arch filling layer (35) filling the inward arch (21) of the tunnel main tunnel (21) is not less than 2m; the inside of each of the high-level escape channel supports (43) is supported with an oblique direction Ladder (53), the bottom of the inclined ladder (53) is supported on the invert arch filling layer (35) and the upper part is supported on the high-level escape channel bracket (43); One of the high-level escape channel brackets (43) at the entrance of the auxiliary tunnel is an opening side bracket, and an oblique ladder (53) supported at the inner side of the opening side bracket is an opening side ladder;

Each of the auxiliary tunnel emergency escape systems includes two tunnel emergency escape devices respectively arranged on the inside of the side walls on the left and right sides of the auxiliary tunnel (42);

Each of the tunnel emergency escape devices includes a ladder group consisting of multiple emergency ladders (54) and two safety ropes (55) which are arranged along the longitudinal extension of the auxiliary tunnel (42) and fixed on the ladder group ), each of the safety ropes (55) is fixedly connected to a plurality of emergency ladders (54); a plurality of the emergency ladders (54) are laid out from back to front along the longitudinal extension of the auxiliary tunnel (42), The emergency ladder (54) is a vertical ladder fixed on the tunnel support structure and the height is not less than 3m; the two safety ropes (55) are respectively upper safety ropes fixed on the upper part of the emergency ladder (54) And a lower safety rope located below the upper safety rope and fixed at the lower part of the emergency ladder (54); the emergency ladder (54) closest to the opening of the auxiliary tunnel in each of the tunnel emergency escape devices is an auxiliary tunnel For the entrance ladder, each of the auxiliary tunnel entrance ladders is connected to the closest entrance side ladder by a connecting mechanism, and the connecting mechanism is a connecting rope (58) or a connecting frame.
The construction method for crossing a high-angle thrust water-rich and sand-rich fault tunnel according to claim 9, characterized in that: in step 1, the tunnel section behind the intersection of the discharge tunnel in the rear tunnel section (3) During the excavation process, the back side high-level escape passage segment is constructed from the front to the front of the tunnel (21) formed in the construction;

After the excavation of the tunnel section in the rear tunnel section (3) located at the rear side of the intersection of the water discharge tunnel is completed, the rear high-level escape passage section formed by construction is obtained;

In the second step, during the excavation of the tunnel section between the discharge tunnel intersection and the rear guide tunnel intersection in the rear tunnel section (3), the tunnel front tunnel is formed from back to front (21) Internally construct the section of the middle high-level escape channel, and at the same time, a longitudinal connecting frame will be laid outside the intersection of the spillway;

After the excavation of the tunnel section between the intersection of the discharge tunnel and the rear intersection of the guide pit in the rear tunnel section (3) is completed, the middle high-level escape passage section formed in construction is obtained;

During the excavation of the drainage hole of the drainage hole (2), the auxiliary tunnel emergency escape system is constructed in the construction-shaped drainage hole (2) from back to front, and the auxiliary tunnel is emergency prepared Each of the auxiliary tunnel hole-climbing ladders in the escape system is connected to the nearest one of the side tunnel ladders through the connecting mechanism;

In step 3, when excavating the tunnel section in the rear tunnel section (3) that is located in front of the intersection behind the guide pit, the front side is built in the tunnel front hole (21) formed during construction from back to front Construction of high-level escape passage sections, and at the same time, a longitudinal connecting frame will be laid outside the intersection behind the guide pit;

During the excavation construction of the drainage tunnel body of the drainage tunnel (2), the construction of the auxiliary tunnel emergency escape system in the drainage tunnel (2) is continued from back to front;

During the excavation of the roundabout guide pit section of the roundabout guide pit (1), the auxiliary pit emergency escape system is constructed in the roundabout guide pit (1) formed from back to front, and the Each of the auxiliary tunnel entrance ladders in the construction auxiliary tunnel emergency escape system is connected to the closest one of the tunnel side ladders through a connecting mechanism;

In the process of excavating the front drain hole body of the drain hole (2) in step 4, the construction of the auxiliary tunnel emergency escape system in the drain hole (2) is continued from back to front; After the construction of the front discharge tunnel body is completed, the auxiliary tunnel emergency escape system formed in the discharge tunnel (2) is obtained;

During the excavation of the front guide pit section of the roundabout guide pit (1), the auxiliary pit emergency escape system in the roundabout guide pit (1) continues to be constructed from back to front; After the construction of the pit section is completed, the auxiliary tunnel emergency escape system formed in the roundabout guide pit (1) is obtained;

During the excavation construction of the middle tunnel section (5), the front side high-level escape passage section in the middle tunnel section (5) is constructed from back to front.