CN113202109B - High-water-level jacking construction method for railway passenger underpass with multiple underpass railways - Google Patents
High-water-level jacking construction method for railway passenger underpass with multiple underpass railways Download PDFInfo
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- CN113202109B CN113202109B CN202110385813.7A CN202110385813A CN113202109B CN 113202109 B CN113202109 B CN 113202109B CN 202110385813 A CN202110385813 A CN 202110385813A CN 113202109 B CN113202109 B CN 113202109B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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Abstract
The invention relates to a jacking construction method, in particular to a high-water-level jacking construction method for a passenger underpass multi-lane railway, aiming at solving the technical problems of large jacking stroke, large direction and height control difficulty in foundation pit jacking construction at the outer side of the existing line. The method specifically comprises the following steps: s1, a ballast supporting block of an inter-track is prepared for construction of supporting piles among lines; s2, reinforcing a railway section above the tunnel by adopting a D beam; s3, excavating a foundation pit below the outgoing line: s4, prefabricating a positive wire frame structure; s5, jacking a positive wire frame structure; s6, constructing a positive line frame waterproof layer; s7, casting a line sending frame in situ; s8, constructing a construction joint and a settlement joint; and S9, backfilling the transition section.
Description
Technical Field
The invention relates to a jacking construction method, in particular to a high-water-level jacking construction method for a passenger tunnel of a multi-track railway passing through downwards.
Background
The horizontal distance between the existing platform and the newly-built platform of a certain railway is about 100 meters, and the middle of the platform has 14 railway business lines which are respectively 4 main lines and 10 arrival lines. In order to meet the requirement of passengers for entering and exiting, the existing passenger tunnels for entering and exiting need to be lengthened, the lengthened part of the passenger tunnels is 75m long, the clear width is 6.5m, the clear height is 4.0m, the lengthened part is butted with the existing tunnels, and the heights of the top plate bottom and the bottom plate top of the newly-built passenger tunnels are consistent with the existing heights. The existing design scheme is that an L-shaped prefabricated foundation pit is arranged on the outer side of a line, and then jacking construction is carried out between relays. The method has the problems of large jacking stroke and large difficulty in controlling the direction and height. If dig the foundation ditch under the circuit, foundation ditch inner space is limited, and the main equipment can't get into, can't adopt traditional fender pile + guan liang + mode of steel shotcrete to carry out foundation ditch support, has technical obstacle.
Disclosure of Invention
The invention aims to solve the technical problems of large jacking stroke and large direction and height control difficulty in foundation pit jacking construction of the existing line outside.
The technical scheme adopted by the invention for solving the technical problem is as follows:
the construction method for high water level jacking of passenger underpass multi-track railway comprises the following steps in sequence:
s1, line-to-line ballast retaining is prepared for line-to-line support pile construction;
s2, reinforcing a railway section above the tunnel by adopting a D beam;
s3, excavating a foundation pit:
1) Excavating a first section of earthwork of a first layer, releasing slopes on the two sides of the earthwork according to a ratio of 1;
2) Processing a first section of earthwork side wall of a second layer by adopting a high-pressure jet grouting pile, keeping a distance between the construction position of the high-pressure jet grouting pile and a slope toe of the first layer of earthwork to form an operation platform, vertically driving a steel sheet pile for reinforcement before the second layer of earthwork side wall is completely solidified, penetrating the steel sheet pile through the second layer of earthwork side wall and inserting the steel sheet pile into the lower earthwork, and sequentially performing soil nailing wall construction and net hanging and anchor spraying construction on the formed second layer of earthwork side wall;
3) Repeating the steps 1) and 2) for sectional construction;
4) After the length of the foundation pit is reached, excavating a second layer of earthwork from the face to the outside and from the middle part to two sides, putting the face to the slope according to the ratio of 1;
s4, prefabricating a positive wire frame structure;
s5, jacking a positive wire frame structure;
s6, constructing a waterproof layer of the positive wire frame structure;
s7, casting a line sending frame in situ;
s8, constructing a construction joint and a settlement joint;
and S9, backfilling the transition section.
The beneficial effects of the invention are:
1) The high-water-level jacking construction method for the passenger underpass multi-track railway underpass, provided by the invention, has the advantages that the foundation pit under the starting line is used as the prefabricated working pit of the main line frame structure, the jacking range of the frame structure is reduced, and the deviation risk is reduced for jacking the frame structure under poor geology;
2) According to the construction method for high water level jacking of the passenger underpass multi-track railway, the side slope of the working pit below the departure line is protected and stopped by adopting the occlusion mode of the soil nailing wall, the net hanging spray anchor, the high-pressure jet grouting pile and the steel sheet pile, so that the influence of high water level underground water on the foundation pit is effectively reduced, the safety of the working pit is ensured, and the construction cost is saved;
3) The high-water-level jacking construction method for the underpass multi-station railway passenger tunnel, provided by the invention, has the advantages of strong pertinence, simplicity in operation and easiness for operation personnel to master.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings used in the embodiments or the prior art descriptions will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative efforts.
Fig. 1 is a schematic view of the foundation pit structure of the present invention.
In the figure: 1\9476anda D beam; 2 \ "9476"; 3 \9476, high pressure jet grouting pile; 4 \ "9476 \" and operation platform.
Detailed Description
In order to make the objects, technical solutions and advantages of the present application more apparent, the present application is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present application and are not intended to limit the present application.
A specific scenario is given below, and the construction method of the present invention is explained with reference to a specific embodiment of the scenario:
situation: the new taijiao railway is located in the north side of the existing Jinzhong station, the horizontal distance between the existing station and the new station is about 100 meters, and the middle of the new taijiao railway is provided with 14 railway business lines which are respectively 4 positive lines and 10 arrival and departure lines. In order to meet the requirement that passengers on a Taijiao line enter and exit a jin in station, an existing jin in station entrance and exit passenger tunnel needs to be lengthened, the lengthened part of the passenger tunnel is 75m long, the net width is 6.5m, the net height is 4.0m, the lengthened part is in butt joint with the existing tunnel, and the heights of the top plate bottom and the bottom plate top of the newly-built passenger tunnel are consistent with the existing heights.
Referring to fig. 1, the construction method for high water level jacking of the underpass multi-lane railway passenger underpass adopted by aiming at the situation sequentially comprises the following construction steps:
s1, supporting a block by using ballast among lines to prepare for construction of supporting piles among the lines; some of the supporting piles are arranged outside the line, some supporting piles are arranged among lines, and if railway ballasts are not supported and blocked, the railway ballasts can easily enter the pile holes of the supporting piles among the lines to influence construction, so that railway ballast supporting and blocking among the lines are needed. The method specifically comprises the following steps: 1) Two rows of steel pipes are driven into two sides of the inter-line support pile along the line direction, a gap of 0.2m is reserved between each row of steel pipes and the corresponding sleeper, 8 steel pipes are arranged in each row, the diameter of each steel pipe is 50mm, the length of each steel pipe is 1.5m, the buried depth of each steel pipe is 1.0m, and the spacing is 1m; 2) A wood board adjacent to the steel pipe is driven into the gap, the thickness of the wood board is 4cm, and the upper edge of the wood board is flush with the top of the sleeper; 3) The steel bars are adopted to oppositely pull and lock the steel pipes on the two sides of the line, the steel bars are sleeved with the PVC pipes and then penetrate through the rail bottom, and the PVC pipes cannot abut against the rail bottom, so that the stability of the ballast bed and the disconnection of a track circuit are ensured.
S2, reinforcing the railway section above the ground by adopting the D beam 1: the D beam 1 is reinforced to be a mature structure in the field, support piles are firstly processed at two ends of the D beam 1, then the D beam 1 is supported on the support piles, and finally a longitudinal beam vertically penetrating through the lower portion of the track is fixedly connected with the D beam 1.
S3, excavating a foundation pit below the outgoing line: 1) Excavating a first section of earthwork of a first layer, releasing slopes 2 on two sides of the earthwork according to a ratio of 1; 2) Processing a first section of earthwork side wall of a second layer by adopting a high-pressure jet grouting pile 3, keeping a distance between the construction position of the high-pressure jet grouting pile 3) and a slope toe of the first layer of earthwork to form an operation platform 4, vertically driving a steel sheet pile for reinforcement before the second layer of earthwork side wall is completely solidified, penetrating the steel sheet pile through the second layer of earthwork side wall and inserting the steel sheet pile into the lower earthwork, and sequentially performing soil nailing wall construction and net hanging and anchor spraying construction on the formed second layer of earthwork side wall; 3) Repeating the steps 1) and 2), and constructing in sections; 4) After reaching foundation ditch length, outwards, from the face to excavation second floor earthwork to both sides from the middle part, the face is put the slope according to 1 to carry out soil nail wall construction and hanging net shotcrete construction, foundation ditch support is accomplished to the face in proper order. Specifically, the soil nailing wall construction and the net hanging and anchor spraying construction comprise the following steps: 1) Weaving a reinforcing mesh; 2) Manufacturing a soil nail, wherein the soil nail adopts an anchor tubular structure; 3) Drilling holes on the side slope 2 or the tunnel face, and inserting soil nails; 4) Grouting into the soil nail; 5) Hanging the woven reinforcement mesh on the soil nails; 6) And spraying a concrete surface layer. Specifically, the construction of the high-pressure jet grouting pile 3 comprises the following steps: 1) Positioning a drilling machine; 2) Preparing slurry; 3) Drilling; 4) Injecting slurry; 5) Flushing and cleaning equipment; 6) Moving the drilling machine to the next hole position; 7) And (5) repeating the operations of the steps 1) -6) until the construction is finished.
S4, prefabricating a positive wire frame structure: the concrete construction sequence is that the sliding plate, the lubricating isolation layer, the back construction → the bottom plate reinforcing steel bar binding → the bottom plate template installation, the bottom plate settlement joint waterproof material installation → the bottom plate concrete pouring → the support is erected, the side wall top plate template installation → the side wall binding, the top plate reinforcing steel bar, the side wall construction joint waterproof material installation, the side wall and the top plate settlement joint waterproof material installation → the side wall pouring, the top plate concrete → the side wall and the top plate waterproof plate laying.
S5, jacking the positive wire frame structure; frame jacking is a well-established technique in the art.
S6, construction of the positive wire frame waterproof layer specifically comprises the following steps: 1) Filling and compacting the lacing hole left when the positive wire frame structure is prefabricated by adopting waterproof cement; 2) Paving a leveling layer with the thickness of 20mm on the top plate of the positive wire frame structure by adopting cement mortar; 3) Paving waterproof coiled materials on the leveling layer of the positive wire frame structure and the outer sides of the two side walls; 4) And paving a C40 polyacrylonitrile fiber concrete protective layer on the outer side of the waterproof roll, and simultaneously making a transverse drainage slope. The waterproof coiled material preferably adopts high polymer modified asphalt.
S7, casting a hairline frame structure in situ;
s8, construction of construction joints and settlement joints: the main structure annular construction joint adopts a middle-buried steel-edged rubber water stop and a water-swelling water stop strip to strengthen waterproof treatment.
S9, backfilling a transition section: and after the waterproof and settlement joint construction of the tunnel bridge is finished, backfilling the two sides and the top of the tunnel by using C15 concrete. And symmetrically backfilling two sides layer by layer, and backfilling the top of the tunnel to the bottom of the sleeper by 0.5m. And backfilling the platform wall to a position 2.6m below the platform surface. And after the backfilled concrete reaches a certain strength, the top of the tunnel restores the water ditch between lines and supplements ballast.
The concrete steps of the spray anchor construction for the soil nailing wall and the hanging net in the situation are as follows:
1) Weaving a reinforcing mesh: binding a bidirectional reinforcing mesh according to design requirements, wherein the reinforcing bars are arranged in a bidirectional manner by phi 8@150, and the joints of the adjacent reinforcing bars are staggered by 150mm.
2) The manufacturing method comprises the following steps of: 4 soil nails are arranged, the diameter of the anchor pipe is 42mm, the wall thickness is 3.5mm, the anchor pipe is arranged in a quincunx manner, and the incident angle is 15 degrees. The horizontal spacing is 1.5m, and the vertical spacing is 1.0m,1.5m, and 1.5m, respectively. The lengths of the 1 st to 4 th soil nails meeting the requirements on stability and tensile strength are respectively 5m,6.5m and 6m.
3) Drilling on the side slope 2 or the face, inserting the soil nail: the diameter of the drilled hole is 80mm.
4) Grouting into the soil nail: the grouting of the anchor pipe uses pure cement paste, the water cement ratio is 0.45-0.5, and 42.5-grade ordinary portland cement is adopted.
5) Hanging the woven reinforcing mesh on the soil nails: the steel bar net is pressed tightly by a phi 12 screw-thread steel # -shaped frame, and the steel bar net, the soil nails and the # -shaped frame are connected by electric welding.
6) And spraying a concrete surface layer: after the earth is excavated and the slope is repaired, surface layer concrete is sprayed, and one-time spraying is finished after the reinforcing mesh weaving and welding work is finished. The particle size of the stone is 5-15 mm, the concrete is marked as C25, and the spraying thickness is 0.1m. The sprayed concrete should be doped with an accelerating agent, the initial setting of the concrete is less than 10min, and the final setting is less than 30min.
A specific example of construction of the high-pressure jet grouting pile 3 for the above-described situation is given below:
1) Positioning a drilling machine: the drilling machine is moved to the designed hole site, the drill bit is aligned with the center of the hole site, and after the drilling machine is in place, the drilling machine needs to be horizontally aligned, so that the axis of the drill rod is vertically aligned with the center of the drill hole. The verticality of the drill rod is required to be not more than 1%.
2) And slurry preparation: the slurry of the high-pressure jet grouting pile 3 adopts PO42.5 ordinary portland cement as cement, the mixing ratio of the cement is not less than 40 percent (weight ratio), and the dosage of the cement per linear meter is 0.110t. The pile body unlimited compression strength value of 28 days is required to be not less than 3.0MkPa. When the mortar is stirred, water is firstly added, then cement is added, the stirring time of each mortar is not less than 2 minutes, the cement paste is prepared one hour before the cement paste is used, and the cement paste is continuously stirred in a mortar mixer until the cement paste is sprayed. During spraying, when cement slurry is poured into the collecting hopper from the mortar mixer, the hard cement blocks are removed by the filter screen. The cement slurry is sent into a spray pipe of the rotary vibration drilling machine through a rubber pipe and finally ejected.
3) And drilling: and starting the drilling machine, rotating and drilling at the same time, and stopping drilling after reaching the designed elevation. When the spraying pipe reaches the preset depth of the soil layer, a spraying nozzle on the side face of the bottom of the pipe is used for simultaneously spraying high-pressure slurry and air to impact and cut the soil body. The high-pressure grouting pump sprays slurry with the pressure of more than or equal to 30Mpa and sprays the slurry from the inner spray pipe. Under the combined action of the high-pressure slurry flow and the air flow, the nozzle sprays and rotates to lift, and finally, a cylindrical solid structure is formed in the soil body. Pile position deviation is strictly controlled in the drilling process, and the position deviation of the drilled hole is not larger than 50mm.
4) And injecting and grouting: after drilling to the designed depth, spray grouting is carried out from bottom to top strictly according to the test parameters. During construction, operators must constantly check whether parameters such as slurry initial setting time, grouting flow, pressure, rotation lifting speed and the like meet requirements and make records. When spraying, the preset spraying pressure is reached, the spraying rotation is carried out for 30 seconds, after the cement paste and the pile end soil are fully stirred, the grouting pipe is lifted by rotating at a constant speed in the reverse direction while spraying, and the lifting speed is 20 cm/min; the rotation speed is about 20r/min, and the stirring and lifting speed is slowed down until the distance between the pile top and the pile is 1m. The pile top is guaranteed to be compact and uniform. When the middle breaks down, the lifting and the rotary spraying are stopped to prevent the pile body from being interrupted, meanwhile, the fault is immediately checked and eliminated, the overlapping of the section for restarting spraying and grouting and the front section is not less than 1m, and the disjointing of the consolidation body is prevented. The on-site operation personnel record the parameters of start-stop time, grouting flow, force, rotary jet height, rotary lifting speed and the like in the construction process.
5) And flushing and cleaning equipment: after the injection construction is finished, the grouting pipe and other equipment are washed clean by clear water to prevent solidification and blockage. The cement slurry can not remain in the pipe and the machine, and the slurry is generally changed into clear water to be sprayed on the ground so as to completely remove the slurry in a slurry pump, a grouting pipe and a hose.
6) Moving the drilling machine to the next hole site, and inserting the steel sheet pile when the slurry of the jet grouting pile reaches the initial setting condition;
7) And repeating the operations of the steps 1) to 6) until the construction is finished.
The same or similar reference numerals in the drawings of the embodiments correspond to the same or similar components; in the description of the present application, it should be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc., based on the orientation or positional relationship shown in the drawings, it is only for convenience of description and simplification of the description, but it is not intended to indicate or imply that the device or element referred to must have a specific orientation, be constructed in a specific orientation and operate, and therefore the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the above terms can be understood according to the specific situation by those skilled in the art.
The above description is only exemplary of the present application and should not be taken as limiting the present application, as any modification, equivalent replacement, or improvement made within the spirit and principle of the present application should be included in the protection scope of the present application.
Claims (1)
1. The high water level jacking construction method for railway passengers in underpass multi-track railway is characterized by comprising the following steps: the method sequentially comprises the following construction steps:
s1, line-to-line ballast retaining is prepared for line-to-line support pile construction;
the method comprises the following steps:
s11) driving two rows of steel pipes into two sides of the inter-line support pile along the line direction, and reserving a gap between each row of steel pipes and a corresponding sleeper;
s12) driving a wood board adjacent to the steel pipe into the gap, wherein the upper edge of the wood board is flush with the top of the sleeper;
s13) adopting reinforcing steel bars to oppositely pull and lock the steel pipes on the two sides of the line, and enabling the reinforcing steel bars to penetrate through the rail bottom after being sleeved with PVC pipes;
s2, reinforcing a railway section above the tunnel by using a D beam (1);
s3, excavating a foundation pit below the arrival and departure line:
s31) excavating a first section of earthwork of a first layer, releasing slopes on the slopes (2) on two sides of the earthwork according to the ratio of 1;
s32) processing a first section of earthwork side wall of a second layer by adopting the high-pressure jet grouting pile (3), keeping a distance between the construction position of the high-pressure jet grouting pile (3) and a slope toe of the first layer of earthwork to form an operation platform (4), vertically driving a steel sheet pile for reinforcement before the second layer of earthwork side wall is completely solidified, penetrating the steel sheet pile through the second layer of earthwork side wall and inserting the steel sheet pile into the soil below, and sequentially performing soil nailing wall construction and net hanging and anchor spraying construction on the formed second layer of earthwork side wall;
s33) repeating the steps S31) and S32), and constructing in sections;
s34) when the length of the foundation pit is reached, excavating a second layer of earthwork from the face to the outside and from the middle part to two sides, putting the face to the slope according to the ratio of 1;
the construction of the soil nailing wall and the construction of hanging a net and spraying anchors comprises the following steps:
1) Weaving a reinforcing mesh;
2) Manufacturing a soil nail, wherein the soil nail adopts an anchor tubular structure;
3) Drilling holes in the side slope (2) or the tunnel face, and inserting soil nails;
4) Grouting into the soil nail;
5) Hanging the woven reinforcing mesh on soil nails;
6) Spraying a concrete surface layer;
the construction of the high-pressure jet grouting pile (3) comprises the following steps:
(1) positioning a drilling machine;
(2) preparing slurry;
(3) drilling;
(4) injecting and grouting;
(5) flushing and cleaning equipment;
(6) moving the drilling machine to the next hole position;
(7) repeating the operations of the steps (1) - (6) until the construction is finished;
s4, prefabricating a positive wire frame structure;
s5, jacking a positive wire frame structure;
s6, constructing a waterproof layer of the positive wire frame structure; the method comprises the following specific steps:
1) Filling the retained tie bar hole tightly when the positive line frame structure is prefabricated by adopting waterproof cement;
2) Paving a leveling layer on the top plate of the positive wire frame structure by adopting cement mortar;
3) Paving waterproof coiled materials on the leveling layer of the positive wire frame structure and the outer sides of the two side walls;
4) Paving a C40 polyacrylonitrile fiber concrete protective layer on the outer side of the waterproof roll;
s7, casting a hair line frame structure in situ;
s8, constructing a construction joint and a settlement joint;
and S9, backfilling the transition section.
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| CN103215960B (en) * | 2013-04-11 | 2015-06-24 | 郑州安源工程技术有限公司 | Grouting method for high polymer vertical support system |
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| CN103669374A (en) * | 2013-12-18 | 2014-03-26 | 安徽华力建设集团有限公司 | Combined supporting construction method of steel sheet pile used in silt soil slope |
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