CN114776309A - Method for improving transverse stress of deep-buried shield tunnel in soft soil body area - Google Patents
Method for improving transverse stress of deep-buried shield tunnel in soft soil body area Download PDFInfo
- Publication number
- CN114776309A CN114776309A CN202210368417.8A CN202210368417A CN114776309A CN 114776309 A CN114776309 A CN 114776309A CN 202210368417 A CN202210368417 A CN 202210368417A CN 114776309 A CN114776309 A CN 114776309A
- Authority
- CN
- China
- Prior art keywords
- shield tunnel
- wing
- hole
- pipe
- metal
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 239000002689 soil Substances 0.000 title claims abstract description 39
- 238000000034 method Methods 0.000 title claims abstract description 38
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 87
- 239000002184 metal Substances 0.000 claims description 105
- 238000007789 sealing Methods 0.000 claims description 40
- 239000011440 grout Substances 0.000 claims description 25
- 239000002002 slurry Substances 0.000 claims description 14
- 239000007788 liquid Substances 0.000 claims description 13
- 238000007711 solidification Methods 0.000 claims description 9
- 230000008023 solidification Effects 0.000 claims description 9
- 238000004519 manufacturing process Methods 0.000 claims description 6
- 230000008878 coupling Effects 0.000 claims description 4
- 238000010168 coupling process Methods 0.000 claims description 4
- 238000005859 coupling reaction Methods 0.000 claims description 4
- 210000001503 joint Anatomy 0.000 claims description 2
- 238000012856 packing Methods 0.000 claims description 2
- 239000011148 porous material Substances 0.000 claims description 2
- 210000000746 body region Anatomy 0.000 claims 3
- 230000002093 peripheral effect Effects 0.000 claims 1
- 238000002347 injection Methods 0.000 description 11
- 239000007924 injection Substances 0.000 description 11
- 230000000694 effects Effects 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 241000272525 Anas platyrhynchos Species 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241001149930 Protura <class> Species 0.000 description 1
- 241001172971 Verbesina alternifolia Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000007664 blowing Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
- E21D11/083—Methods or devices for joining adjacent concrete segments
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Abstract
The invention discloses a method for improving the transverse stress of a deep-buried shield tunnel in a soft soil area, wherein two sides of a shield tunnel segment in the horizontal direction are respectively provided with three or less reinforcing pile rows distributed along the circumferential direction of the shield tunnel, reinforcing piles in the same reinforcing pile row are distributed along the extending direction of the shield tunnel, the reinforcing piles are positioned outside the shield tunnel segment, one ends of the reinforcing piles are fixedly connected with the shield tunnel segment, the reinforcing pile rows positioned on the same side of the shield tunnel segment are symmetrically distributed on the upper side and the lower side of the horizontal central plane of the shield tunnel segment, and the included angle between the central line of the reinforcing pile in the reinforcing pile row positioned on the outermost edge and the horizontal central plane of the shield tunnel segment is less than 22.5 degrees. The invention aims to provide a method for improving the transverse stress of a deep-buried shield tunnel in a soft soil body area, which is used for solving the problem of transverse deformation of the deep-buried shield tunnel.
Description
Technical Field
The invention relates to a deep-buried shield tunnel, in particular to a method for improving the transverse stress of a deep-buried shield tunnel in a soft soil body area.
Background
The most main construction method of tunnel engineering in soft soil areas is a shield method, prefabricated duct pieces are adopted for a tunnel lining structure, and the divided duct pieces are spliced to form the tunnel structure in the shield propelling process. The prefabricated assembled shield tunnel structure vertically bears the water and soil pressure action of the stratum, laterally bears the water and soil side pressure of the stratum and the resistance action given by the stratum, and achieves structural stress balance. The typical stratum of the soft soil zone is mucky soil, the soil layer consolidation is not finished, the soil covering on the tunnel cannot form an arch effect, meanwhile, the stratum can provide a tunnel structure with a weak lateral resistance effect, the tunnel structure is subjected to an increased overlying load along with the increase of the buried depth of the tunnel, the arch crown and the arch bottom of the tunnel structure are subjected to inner side tension, the arch waist is subjected to outer side tension, and the tunnel is subjected to typical transverse duck egg-shaped transverse deformation.
Disclosure of Invention
The invention aims to provide a method for improving the transverse stress of a deep-buried shield tunnel in a soft soil body area, which is used for solving the problem of transverse deformation of the deep-buried shield tunnel.
In order to achieve the purpose, the invention adopts the following technical scheme: a method for improving the transverse stress of shield tunnel deeply buried in soft soil area includes such steps as arranging three or less reinforcing piles in the shield tunnel, arranging the reinforcing piles in the same reinforcing pile row along the extension direction of shield tunnel, fixing the reinforcing piles to the shield tunnel, symmetrically arranging the reinforcing piles at same side of shield tunnel, and arranging the central lines of the reinforcing piles in the most edge reinforcing pile row at same side of shield tunnel and the horizontal central plane of shield tunnel to form an included angle of less than 22.5 deg. Through experimental tests, when deformation occurs, the transverse deformation area is within the range of 45 degrees from the top to the bottom of the horizontal diameter of the tunnel, and the arrangement mode of the invention not only can prevent the transverse deformation of the deep-buried shield tunnel, but also can improve the utilization effect of the reinforcing piles.
Preferably, the method for manufacturing the reinforcing pile comprises the following steps: and arranging an operation through hole at the position, connected with the reinforcing pile, of the shield tunnel segment, and performing all-dimensional high-pressure jet grouting on the soil body outside the shield tunnel segment through the operation through hole so as to form the reinforcing pile. The technology is mature when the reinforcing pile is processed, and the structure is simple. However, due to the restriction of the tunnel space, the pile diameter of the reinforcing pile cannot be too large and the processed reinforcing pile is of a skeleton structure, so that the reinforcing effect is affected.
As another preferable mode, the method for manufacturing the reinforcing pile comprises the following steps: the utility model discloses a shield tunnel section of jurisdiction is at shield tunnel section of jurisdiction's position of being connected with the reinforced pile sets up the operation through-hole, the warp the operation through-hole drills out the reinforced pile mounting hole in the outside soil body of shield tunnel section of jurisdiction, wears to establish the metal pipe in the reinforced pile mounting hole, the one end of metal pipe is in the same place with shield tunnel section of jurisdiction rigid coupling, and the one end that the metal pipe is connected with the shield tunnel section of jurisdiction is equipped with into thick liquid hole, is equipped with a plurality of grout outlet holes on the global of metal pipe, forms around the outlying chamber of packing of metal pipe between the pore wall of metal pipe and reinforced pile mounting hole, through advance the thick liquid hole and pour into the thick liquid into the metal pipe into the process behind the metal pipe grout outlet hole gets into and fills the chamber, form the solidification layer that is located to pack chamber and metal pipe after the thick liquid solidification, solidification layer and metal pipe constitute the reinforced pile. In the technical scheme, the metal cylinder can become a framework of the reinforcing pile, so that the effect of improving the structural strength of the reinforcing pile is achieved. The method realizes the problem of implanting the framework when the pile is formed in the small hole.
Preferably, the metal round pipe is connected with a plurality of wing rods, the wing rods are hinged with the metal round pipe through hinge pins, the hinge pins are perpendicular to the wing rods, one ends of the wing rods, which are connected with the metal round pipe, are provided with push handles positioned in the metal round pipe, the metal round pipe is provided with wing rod in and out holes through which the wing rods pass when rotating by taking the hinge pins as axes, and the push handles block the metal round pipe when the wing rods are folded on the metal round pipe; before the grout is injected into the metal round pipe through the grout inlet, inserting the grout into the metal round pipe from the grout inlet by using a driving shaft to push the push handle, rotating the push handle by using the hinge pin as a shaft to drive the wing rod to swing and expand into soil inserted into the hole wall of the reinforced pile mounting hole, and scribing a fan-shaped groove on the hole wall of the reinforced pile mounting hole in the process that the wing rod swings and inserts into the soil of the hole wall of the reinforced pile mounting hole; and the slurry injected through the slurry inlet holes is filled into the fan-shaped grooves and solidified to form reinforcing fins which are integrally formed with solidified layers. Can form the reinforcing pile that structural strength is high under the less condition in reinforcing pile mounting hole aperture.
Preferably, when the wing rod is folded on the metal round pipe, the wing rod is positioned outside the metal round pipe. The opening area of the wing rod inlet and outlet hole can be reduced so as to reduce the influence on the strength of the metal round pipe, and the phenomenon that the wing rod and the push handle are butted together with the driving shaft to cause blocking when the driving wing rod is unfolded can be prevented.
Preferably, the wing rod is a blind pipe structure with an opening of the wing rod part arranged on the end face of one end connected with the metal circular pipe, the circumferential face of the wing rod is provided with a plurality of conical head ejection holes communicated with the inner space and the outer space of the wing rod, conical heads with pointed ends facing outwards penetrate through the conical head ejection holes, the conical heads are connected with one end of the flexible sealing pipe, the other end of the flexible sealing pipe is connected with the conical head ejection holes in a sealing manner, the driving shaft is a blind pipe structure with an opening of a driving shaft part arranged on the end face of one end far away from the inner end of the metal circular pipe when being inserted into the metal circular pipe, the circumferential face of the driving shaft is provided with a plurality of air injection holes capable of being aligned with the opening of the wing rod part, and the air injection holes are in sealing butt joint with the opening of the wing rod part when being aligned with the opening of the wing rod part; after the wing rod is unfolded, air is blown into the driving shaft through the opening of the driving shaft part, the air enters the wing rod through the exhaust hole and the opening of the wing rod part so as to drive the cone head to pop out of the wing rod, and when the cone head pops out, the flexible sealing pipe is pulled out of the wing rod to be straightened; and the grout injected through the grout inlet hole is filled into the wing rod and the flexible sealing pipe, and the grout filled into the flexible sealing pipe is solidified to form the reinforcing finger. The effect of the anti tunnel lateral deformation of the anchor strut who makes can be improved.
Preferably, one end of the flexible sealing pipe connected with the conical head is provided with an end wall to form a blind pipe structure, and the flexible sealing pipe is connected with the end surface of the conical head through the end wall. The phenomenon that the process of popping up the conical head falls off between the conical head and the flexible sealing pipe can be effectively prevented.
Preferably, the flexible sealing tube is a rubber tube. Can enough make flexible sealed tube can conveniently be held in the wing pole, can change the length of flexible sealed tube through the size of apron atmospheric pressure again, realize that the length of consolidating to indicate is reliable and longer.
Preferably, the drive shaft is removed from the circular metal pipe before the slurry is injected into the circular metal pipe through the slurry inlet. The driving shaft can be repeatedly used, and the construction cost is reduced.
Preferably, an outlet hole limiting block is arranged in the conical head ejecting hole, a conical head limiting block is arranged on the conical head, and the conical head limiting block and the outlet hole limiting block are abutted together to prevent the conical head from falling into the wing rod through the conical head ejecting hole. The outer end of the conical head is completely accommodated in the conical head pop-up hole. The structure can prevent the cone head from contracting into the wing rod due to external pressure in the construction process so as to prevent the cone head from being incapable of popping out.
Preferably, when the driving shaft is inserted into the metal round pipe to the end position, the driving shaft is rotatably connected into the metal round pipe, a rubber sealing ring extending along the circumferential direction of the air injection hole is arranged on the outer surface of the part of the driving shaft, which is provided with the air injection hole, and the rubber sealing ring and the wing rod are staggered along the circumferential direction of the driving shaft in the process that the driving shaft is inserted into the metal round pipe; when the driving shaft is inserted into the metal round pipe to the end position, the driving shaft drives the wing rod to be in an unfolding state, the driving shaft is rotated to align the air injection hole with the opening of the wing rod part, and the air injection hole is connected with the opening of the wing rod part in a sealing mode through the rubber sealing ring when the air injection hole is aligned with the opening of the wing rod part. The driving shaft can be inserted to drive the wing rod to unfold in a labor-saving manner, and the phenomenon that the sealing of the air injection hole and the opening of the wing rod part is abraded to cause poor sealing can be avoided when the driving shaft is inserted.
Preferably, the circular metal tube is a blind tube with a closed inner end, the blind end of the circular metal tube is provided with a shaft hole, the other end of the circular metal tube is provided with an end plate, the shaft hole is a blind hole, and the slurry inlet hole is arranged on the end wall and is a circular hole; when the driving shaft is inserted into the end position of the metal round pipe, one end of the metal round pipe penetrates through the shaft hole, and the other end of the metal round pipe penetrates through the slurry inlet hole. When the drive shaft is inserted into abutment with the blind end of the blind hole, it cannot be inserted further, and the drive shaft already extends the wing rod. Whether the driving shaft is inserted into the wing rod or not can be conveniently known when the driving shaft is inserted.
Preferably, the reinforcing rods are arranged between the reinforcing pile rows at the same end of the shield tunnel segment in the horizontal direction and are aligned in a one-to-one correspondence manner along the circumferential direction of the shield tunnel segment; when the wing rods are unfolded, the two adjacent rows of reinforcing pile rows which are positioned at the same end of the shield tunnel segment in the horizontal direction, the end part of at least one wing rod on one row of reinforcing pile rows and the end part of at least one wing rod on the other row of reinforcing pile rows are abutted together. It is possible to support the reinforcing piles from each other in the vertical plane, thereby achieving the transverse deformation resistance of the tunnel through the present invention.
Preferably, the outer end of the metal round pipe is provided with a connecting ring plate extending along the circumferential direction of the metal round pipe, and the metal round pipe seals the operation through hole through the connecting ring plate and is fixedly connected with the shield tunnel segment. Fixed convenient, the thick liquid spills over when can conveniently preventing the slip casting.
The invention has the following beneficial effects: can effectively prevent soft soil body from deeply burying the shield tunnel and producing horizontal duck egg type transverse deformation.
Drawings
Fig. 1 is a schematic diagram of a deep-buried shield tunnel constructed according to a first embodiment of the present invention;
fig. 2 is a schematic view of a deep-buried shield tunnel according to a second embodiment of the present invention when a metal round pipe is just placed in a reinforcing pile mounting hole;
FIG. 3 is an enlarged partial schematic view at A of FIG. 2;
fig. 4 is a partially enlarged schematic view at B of fig. 3;
fig. 5 is a partially enlarged schematic view at C of fig. 2;
fig. 6 is a schematic view of a deep-buried shield tunnel according to a second embodiment of the present invention, when a driving shaft is inserted into a metal circular tube until a wing rod is in an unfolded state and air injection holes are aligned with openings of the wing rod;
FIG. 7 is an enlarged partial view of FIG. 6 at D;
FIG. 8 is a schematic view of the section E-E of FIG. 7 without the drive shaft rotated to align the jet holes with the wing stem portion openings;
FIG. 9 is a schematic diagram of a deep shield tunnel according to a second embodiment of the present invention when a cone head is blown out
Fig. 10 is a partially enlarged schematic view at F of fig. 9;
fig. 11 is a schematic diagram of a deep-buried shield tunnel constructed according to the second embodiment of the present invention.
In the figure: a shield tunnel segment 1, a reinforcing pile 2, a horizontal center plane 3 of the shield tunnel segment, an included angle a between the central line of the reinforcing pile in the reinforcing pile row at the edge and the horizontal center plane of the shield tunnel segment, an operation through hole 4, a reinforcing pile mounting hole 5, a metal round pipe 6, a connecting ring plate 7, a shaft hole 8, an end plate 9, a slurry inlet hole 10, a slurry outlet hole 11, a filling cavity 12, a wing rod 13, a hinge pin 14, a push handle 15 and a wing rod inlet and outlet hole 16, the structure comprises a wing rod part opening 17, a conical head ejection hole 18, a conical head 19, a flexible sealing pipe 20, an end wall 21, an outlet part limiting block 22, a conical head part limiting block 23, a driving shaft 24, a driving shaft part opening 25, an air injection hole 26, a rubber sealing ring 27, a solidified layer 28, a reinforcing finger 29, a reinforcing fin 30, a fan-shaped groove 31, soil 32 on the hole wall of a reinforcing pile mounting hole and a shaft head 33.
Detailed Description
The invention is further illustrated with reference to the accompanying drawings and specific examples.
In the first embodiment, referring to fig. 1, a method for improving the lateral stress of a soft soil region deep-buried shield tunnel is that three or less rows of reinforcing pile rows distributed along the circumferential direction of the shield tunnel are respectively arranged on both sides of a shield tunnel segment 1 in the horizontal direction, and in the first embodiment, three rows of reinforcing pile rows are provided, but the reinforcing pile rows may be arranged in one row or 2 rows. The direction of extension of the reinforcing pile 2 along the shield tunnel in same reinforcing pile row distributes, the reinforcing pile is located the outside of shield tunnel section of jurisdiction and one end is in the same place with the shield tunnel section of jurisdiction rigid coupling, it is in the upper and lower both sides at shield tunnel section of jurisdiction to lie in the shield tunnel section of jurisdiction with the reinforcing pile row symmetric distribution of one side, lie in the shield tunnel section of jurisdiction with the reinforcing pile row of one side lie in most marginal reinforcing pile row central line with the shield tunnel section of jurisdiction between contained angle an be 22.5 below. The method for manufacturing the reinforcing pile comprises the following steps: and arranging an operation through hole 4 at the position of the shield tunnel segment connected with the reinforcing pile, and performing all-dimensional high-pressure jet grouting on the soil outside the shield tunnel segment through the operation through hole to form the reinforcing pile.
Second embodiment, referring to fig. 2 to 11, a method for manufacturing the reinforcing pile includes: the method comprises the steps of arranging an operation through hole 4 at the position, connected with a reinforcing pile, of a shield tunnel segment, drilling a reinforcing pile mounting hole 5 in a soil body outside the shield tunnel segment through the operation through hole, and penetrating a metal circular tube 6 into the reinforcing pile mounting hole. One end (the outer end of metal pipe promptly) of metal pipe is in the same place with the shield tunnel section of jurisdiction rigid coupling, specifically: the outer end of the metal round pipe is provided with a connecting ring plate 7 extending along the circumferential direction of the metal round pipe, and the metal round pipe is used for sealing the operation through hole through the connecting ring plate and fixedly connecting the metal round pipe with the shield tunnel segment. The round metal pipe is a blind pipe with a sealed inner end, the blind end of the round metal pipe is provided with a shaft hole 8, the other end of the round metal pipe is provided with an end plate 9, the shaft hole is a blind hole, the end plate is provided with a pulp inlet hole 10, and the pulp inlet hole is a round hole. The circumferential surface of the metal round pipe is provided with a plurality of slurry outlet holes 11. And a filling cavity 12 surrounding the periphery of the metal round pipe is formed between the metal round pipe and the hole wall of the reinforcing pile mounting hole. The metal round pipe is connected with a plurality of wing rods 13, the wing rods are hinged together with the metal round pipe through hinge pins 14, the hinge pins are perpendicular to the wing rods, one ends of the wing rods, which are connected with the metal round pipe, are provided with push handles 15 positioned in the metal round pipe, the metal round pipe is provided with wing rod in-out holes 16 through which the wing rods pass when rotating by taking the hinge pins as axes, and the push handles are blocked in the metal round pipe when the wing rods are folded on the metal round pipe; when the wing rods are folded on the metal round pipe, the wing rods are positioned outside the metal round pipe. The wing rod is a blind pipe structure with a wing rod part opening 17 arranged on the end surface of one end connected with the metal round pipe, a plurality of cone head ejecting holes 18 communicated with the inner space and the outer space of the wing rod are arranged on the circumferential surface of the wing rod, and cone heads 19 with outward pointed ends penetrate through the cone head ejecting holes. The conical head is connected with one end of a flexible sealing pipe 20, and the flexible sealing pipe is a rubber pipe. The other end of flexible sealing tube is in sealing connection with conical head pop-up hole, specifically: one end of the flexible sealing pipe connected with the conical head is provided with an end wall 21 to form a blind pipe structure, and the flexible sealing pipe is connected with the end face of the conical head through the end wall. An outlet part limiting block 22 is arranged in the conical head ejecting hole, a conical head part limiting block 23 is arranged on the conical head, and the conical head part limiting block and the outlet part limiting block are abutted together to prevent the conical head from falling into the wing rod through the conical head ejecting hole. When the wing rods are in a folded state, the conical head part limiting block and the hole part limiting block are abutted together, and the outer end of the conical head is completely accommodated in the conical head ejecting hole. The invention is also provided with a driving shaft 24 which is a blind pipe structure that the end surface of one end far away from the inner end of the metal round pipe is provided with a driving shaft part opening 25 when the driving shaft is inserted into the metal round pipe, and the circumferential surface of the driving shaft is provided with a plurality of air injection holes 26 which can be aligned with the wing rod part openings. The outer surface of the portion of the drive shaft provided with the air vent is provided with a rubber seal ring 27 extending along the circumferential direction of the air vent.
During construction, a driving shaft is used for inserting the slurry inlet hole into the metal round pipe to push the push handle, the push handle rotates by taking the hinge pin as a shaft to drive the wing rod to swing and expand into a soil body 32 inserted into the hole wall of the reinforced pile mounting hole, and a fan-shaped groove 31 is scribed on the hole wall of the reinforced pile mounting hole in the process that the wing rod swings and is inserted into the soil body of the hole wall of the reinforced pile mounting hole in the unfolding and swinging mode; in the process that the driving shaft is inserted into the metal round pipe, the rubber sealing rings and the wing rods are staggered along the circumferential direction of the driving shaft. Stop inserting the drive shaft when inserting in the shaft hole when can not continue to insert when the drive shaft, the one end of actuating lever this moment rotates through the spindle nose 33 that sets up on the actuating lever and connects in the shaft hole, and the other end rotates to be connected in the slip casting downtheholely, and the wing bar is in the expansion state, rotates the drive shaft and aligns with wing bar portion opening to the fumarole, and rubber seal is in the same place fumarole and wing bar portion opening sealing connection when the fumarole aligns with wing bar portion opening. Through the drive shaft part opening to the drive shaft internal air blowing, thereby gaseous through exhaust hole and wing rod part opening entering wing pole in thereby the drive conical head pops out from wing pole, pulls out wing pole and straightens with flexible sealed tube when the conical head pops out. And taking out the driving shaft from the metal round pipe. Through advancing the thick liquid hole and pouring into the metal pipe with the thick liquid after the thick liquid hole gets into and fills chamber and fan-shaped groove, form the solidification layer 28 that is located to fill chamber and metal pipe after the thick liquid solidification, solidification layer and metal pipe constitute the reinforcement stake. The grout injected through the grout inlet hole is also filled into the wing bar and the flexible sealing tube, and the grout filled into the flexible sealing tube is cured to form the reinforcing fingers 29. The grout injected through the grout inlet hole is also filled into the fan-shaped grooves and solidified to form the reinforcing wing pieces 30 which are integrally formed with the solidified layer. The reinforcing rods are arranged between the reinforcing pile rows at the same end of the shield tunnel segment in the horizontal direction and are aligned in a one-to-one correspondence mode along the circumferential direction of the shield tunnel segment; when the wing rods are unfolded, the two adjacent rows of reinforcing pile rows which are positioned at the same end of the shield tunnel segment in the horizontal direction, the end part of at least one wing rod on one row of reinforcing pile rows and the end part of at least one wing rod on the other row of reinforcing pile rows are abutted together. The slurry in the invention is cement slurry.
Claims (10)
1. A method for improving the transverse stress of a shield tunnel deeply buried in a soft soil area is characterized in that reinforcing pile rows distributed along the circumferential direction of the shield tunnel are respectively arranged on two sides of a shield tunnel segment in the horizontal direction, the reinforcing piles in the same reinforcing pile row are distributed along the extending direction of the shield tunnel, the reinforcing piles are positioned outside the shield tunnel segment, one ends of the reinforcing piles are fixedly connected with the shield tunnel segment, the reinforcing pile rows positioned on the same side of the shield tunnel segment are symmetrically distributed on the upper side and the lower side of the horizontal central plane of the shield tunnel segment, and the included angle between the central line of the reinforcing pile in the most marginal reinforcing pile row and the horizontal central plane of the shield tunnel segment is less than 22.5 degrees.
2. The method for improving the transverse stress of the deep-buried shield tunnel in the soft soil body area according to claim 1, wherein the method for manufacturing the reinforcing piles comprises the following steps: and arranging an operation through hole at the position of the shield tunnel segment, which is connected with the reinforcing pile, and carrying out omnibearing high-pressure jet grouting on a soil body outside the shield tunnel segment through the operation through hole so as to form the reinforcing pile.
3. The method for improving the transverse stress of the deep-buried shield tunnel in the soft soil body area according to claim 1, wherein the method for manufacturing the reinforcing pile comprises the following steps: the utility model discloses a shield tunnel section of jurisdiction is at shield tunnel section of jurisdiction's position of being connected with the reinforced pile sets up the operation through-hole, the warp the operation through-hole drills out the reinforced pile mounting hole in the outside soil body of shield tunnel section of jurisdiction, wears to establish the metal pipe in the reinforced pile mounting hole, the one end of metal pipe is in the same place with shield tunnel section of jurisdiction rigid coupling, and the one end that the metal pipe is connected with the shield tunnel section of jurisdiction is equipped with into thick liquid hole, is equipped with a plurality of grout outlet holes on the global of metal pipe, forms around the outlying chamber of packing of metal pipe between the pore wall of metal pipe and reinforced pile mounting hole, through advance the thick liquid hole and pour into the thick liquid into the metal pipe into the process behind the metal pipe grout outlet hole gets into and fills the chamber, form the solidification layer that is located to pack chamber and metal pipe after the thick liquid solidification, solidification layer and metal pipe constitute the reinforced pile.
4. The method for improving the transverse stress of the deep-buried shield tunnel in the soft soil body area according to claim 3, wherein a plurality of wing rods are connected to the metal circular tube, the wing rods are hinged to the metal circular tube through hinge pins, the hinge pins are perpendicular to the wing rods, a push handle positioned in the metal circular tube is arranged at one end of each wing rod connected to the metal circular tube, the metal circular tube is provided with wing rod inlet and outlet holes through which the wing rods pass when rotating around the hinge pins, and the push handle is blocked in the metal circular tube when the wing rods are folded on the metal circular tube; before the grout is injected into the metal round pipe through the grout inlet, inserting the grout into the metal round pipe from the grout inlet by using a driving shaft to push the push handle, rotating the push handle by using the hinge pin as a shaft to drive the wing rod to swing and expand into soil inserted into the hole wall of the reinforced pile mounting hole, and scribing a fan-shaped groove on the hole wall of the reinforced pile mounting hole in the process that the wing rod swings and inserts into the soil of the hole wall of the reinforced pile mounting hole; and the slurry injected through the slurry inlet holes is filled into the fan-shaped grooves and solidified to form reinforcing fins which are integrally formed with solidified layers.
5. The method for improving the transverse stress of the deep-buried shield tunnel in the soft soil body area according to claim 4, wherein when the wing rods are folded on the metal round tube, the wing rods are positioned outside the metal round tube.
6. The method for improving the transverse stress of the deep-buried shield tunnel in the soft soil body area according to claim 4 or 5, it is characterized in that the wing rod is a blind pipe structure with an opening at the wing rod part arranged on the end surface of one end connected with the metal round pipe, the circumferential surface of the wing rod is provided with a plurality of conical head ejecting holes which are communicated with the inner space and the outer space of the wing rod, conical heads with outward tips penetrate through the conical head ejecting holes, the conical head is connected with one end of the flexible sealing pipe, the other end of the flexible sealing pipe is connected with the conical head pop-up hole in a sealing way, the driving shaft is a blind pipe structure which is only provided with an opening on the end surface of one end far away from the inner end of the metal round pipe when being inserted into the metal round pipe, the peripheral surface of the driving rod is provided with a plurality of gas orifices which can be aligned with the openings of the wing rod parts, and the gas orifices are in sealed butt joint with the openings of the wing rod parts when the gas orifices are aligned with the openings of the wing rod parts; after the wing rod is unfolded, air is blown into the driving rod through the opening of the driving rod part, the air enters the wing rod through the exhaust hole and the opening of the wing rod part so as to drive the cone head to pop out of the wing rod, and when the cone head pops out, the flexible sealing tube is pulled out of the wing rod to be straightened; and the grout injected through the grout inlet hole is filled into the wing rod and the flexible sealing pipe, and the grout filled into the flexible sealing pipe is solidified to form the reinforcing finger.
7. The method for improving the transverse stress of the deep-buried shield tunnel in the soft soil body region according to claim 6, wherein the driving rod is taken out of the metal round pipe before grout is injected into the metal round pipe through the grout inlet.
8. The method for improving the transverse stress of the deep-buried shield tunnel in the soft soil body region according to claim 6, wherein an outlet hole limiting block is arranged in the conical head ejecting hole, a conical head limiting block is arranged on the conical head, the conical head limiting block and the outlet hole limiting block are abutted together to prevent the conical head from falling into the wing rod through the conical head ejecting hole, and the outer end of the conical head is completely accommodated in the conical head ejecting hole.
9. The method for improving the transverse stress of the deep-buried shield tunnel in the soft soil body region according to claim 6, wherein when the driving rod is inserted into the metal round pipe to the end position, the driving rod is rotatably connected into the metal round pipe, a rubber sealing ring extending along the circumferential direction of the gas orifice is arranged on the outer surface of the part of the driving rod provided with the gas orifice, and in the process that the driving rod is inserted into the metal round pipe, the rubber sealing ring and the wing rod are staggered along the circumferential direction of the driving rod; when the driving rod is inserted into the metal round pipe to the end position, the driving rod drives the wing rod to be in the unfolding state, the driving rod is rotated to align the air jet hole with the opening of the wing rod part, and the air jet hole is connected with the opening of the wing rod part in a sealing mode through the rubber sealing ring when the air jet hole is aligned with the opening of the wing rod part.
10. The soft soil body deep-buried shield tunnel transverse stress improvement method according to claim 3, 4 or 5, characterized in that the reinforcing rods are aligned in a one-to-one correspondence along the circumferential direction of the shield tunnel segment between the reinforcing pile rows located at the same end of the shield tunnel segment in the horizontal direction; when the wing rods are unfolded, the two adjacent rows of reinforcing pile rows which are positioned at the same end of the shield tunnel segment in the horizontal direction, the end part of at least one wing rod on one row of reinforcing pile rows and the end part of at least one wing rod on the other row of reinforcing pile rows are abutted together.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111345449 | 2021-11-15 | ||
| CN2021113454498 | 2021-11-15 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114776309A true CN114776309A (en) | 2022-07-22 |
Family
ID=82428440
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210368417.8A Pending CN114776309A (en) | 2021-11-15 | 2022-04-09 | Method for improving transverse stress of deep-buried shield tunnel in soft soil body area |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114776309A (en) |
Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2621351A1 (en) * | 1987-10-06 | 1989-04-07 | Ind Entreprise | Process for forming an insulating, watertight wall and the wall obtained |
| JP2003193798A (en) * | 2001-12-26 | 2003-07-09 | Kubota Corp | Tunnel segment |
| CA2544494A1 (en) * | 2003-11-07 | 2005-05-19 | Sean Peter Buxton | Plug member |
| KR100797818B1 (en) * | 2007-07-09 | 2008-02-01 | (주)서림건설 | Fixing device of removal rock-bolt |
| CN103015404A (en) * | 2012-12-31 | 2013-04-03 | 中铁第四勘察设计院集团有限公司 | Partition strengthening method for tunnel passing weak stratum |
| CN103573274A (en) * | 2013-11-11 | 2014-02-12 | 浙江大学 | Steel sleeve grouting reinforcement device for settlement control over shield tunnel of soft foundation |
| JP2014224421A (en) * | 2013-05-17 | 2014-12-04 | 日本電信電話株式会社 | Structure and method for reinforcing shield tunnel |
| CN106704292A (en) * | 2016-12-20 | 2017-05-24 | 无锡市明骥智能机械有限公司 | Reinforced type piston rod |
| CN206376256U (en) * | 2017-01-12 | 2017-08-04 | 张立彦 | A kind of civil engineering slope anchorage device |
| CN208430509U (en) * | 2018-06-08 | 2019-01-25 | 史鹏祥 | A kind of pile foundation processing equipment |
| WO2020224233A1 (en) * | 2019-05-05 | 2020-11-12 | 济南轨道交通集团有限公司 | Construction method for shield tunnels passing underneath viaduct in multi-interval, small-clear-distance and overlapping manner |
| CN112554908A (en) * | 2020-12-09 | 2021-03-26 | 张琼方 | Reinforcing device for shield tunnel of soft soil foundation and using method |
| CN114737982A (en) * | 2021-11-15 | 2022-07-12 | 杜巍 | Transverse outward-stretching deformation resistant deep-buried shield tunnel structure suitable for soft soil body area |
-
2022
- 2022-04-09 CN CN202210368417.8A patent/CN114776309A/en active Pending
Patent Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2621351A1 (en) * | 1987-10-06 | 1989-04-07 | Ind Entreprise | Process for forming an insulating, watertight wall and the wall obtained |
| JP2003193798A (en) * | 2001-12-26 | 2003-07-09 | Kubota Corp | Tunnel segment |
| CA2544494A1 (en) * | 2003-11-07 | 2005-05-19 | Sean Peter Buxton | Plug member |
| KR100797818B1 (en) * | 2007-07-09 | 2008-02-01 | (주)서림건설 | Fixing device of removal rock-bolt |
| CN103015404A (en) * | 2012-12-31 | 2013-04-03 | 中铁第四勘察设计院集团有限公司 | Partition strengthening method for tunnel passing weak stratum |
| JP2014224421A (en) * | 2013-05-17 | 2014-12-04 | 日本電信電話株式会社 | Structure and method for reinforcing shield tunnel |
| CN103573274A (en) * | 2013-11-11 | 2014-02-12 | 浙江大学 | Steel sleeve grouting reinforcement device for settlement control over shield tunnel of soft foundation |
| CN106704292A (en) * | 2016-12-20 | 2017-05-24 | 无锡市明骥智能机械有限公司 | Reinforced type piston rod |
| CN206376256U (en) * | 2017-01-12 | 2017-08-04 | 张立彦 | A kind of civil engineering slope anchorage device |
| CN208430509U (en) * | 2018-06-08 | 2019-01-25 | 史鹏祥 | A kind of pile foundation processing equipment |
| WO2020224233A1 (en) * | 2019-05-05 | 2020-11-12 | 济南轨道交通集团有限公司 | Construction method for shield tunnels passing underneath viaduct in multi-interval, small-clear-distance and overlapping manner |
| CN112554908A (en) * | 2020-12-09 | 2021-03-26 | 张琼方 | Reinforcing device for shield tunnel of soft soil foundation and using method |
| CN114737982A (en) * | 2021-11-15 | 2022-07-12 | 杜巍 | Transverse outward-stretching deformation resistant deep-buried shield tunnel structure suitable for soft soil body area |
Non-Patent Citations (1)
| Title |
|---|
| 叶彩娟;: "包头至西安铁路柳树店明洞边坡桩板墙加固工程设计", 铁道标准设计, no. 06, 20 June 2012 (2012-06-20), pages 11 - 14 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108533272B (en) | Exit construction method for tunnel with extremely small clear distance | |
| CN206319886U (en) | Tunnel lining structure | |
| CN106884655B (en) | A kind of two-way reinforcement means of gob side entry driving coal column | |
| CN107642360A (en) | Tunneling boring front pre-grouting construction method | |
| CN106499405B (en) | Tunnel lining structure | |
| CN107605498B (en) | Construction method for horizontal grouting reinforcement structure of end head of shield tunnel in water-rich sandy pebble stratum | |
| KR101125082B1 (en) | Tublar member, chemical injection apparatus and chemical injection method using the same | |
| CN204959746U (en) | Expand integral type stock soon | |
| CN109505634A (en) | Emergency type water-impervious airbag apparatus and its application method in tunnel | |
| CN102536252A (en) | Method for digging backward hole of tunnel with quite small clear distance | |
| CN108951648A (en) | Open trench tunnel layer of sand Sand foundation ditch strengthening method | |
| CN112647972A (en) | Shield tunnel segment orientation method | |
| CN108868834A (en) | Tunnel arch wall preliminary bracing invades limit and changes arch construction gib system | |
| CN111364464A (en) | Construction equipment for pouring concrete into karst cave and construction method thereof | |
| CN114737982A (en) | Transverse outward-stretching deformation resistant deep-buried shield tunnel structure suitable for soft soil body area | |
| CN109629562A (en) | A kind of cast-in-place pile construction method passing through solution cavity | |
| CN109356183A (en) | A kind of open caisson reserved opening plugging structure and its construction method | |
| CN107178078B (en) | Change to half intercept form block wall construction method of section in subway station | |
| CN207315381U (en) | A kind of shield launching sealing device | |
| CN114776309A (en) | Method for improving transverse stress of deep-buried shield tunnel in soft soil body area | |
| CN104929108B (en) | A kind of construction method of hard soil site PCC | |
| CN209162820U (en) | One kind preventing the inclined device of driven cast-in-place pile | |
| CN113279692B (en) | Soft soil body area pipe shed supporting structure and construction method thereof | |
| CN113846671B (en) | Up-down separately digging type construction method for underground passage crossing under upper building pile foundation | |
| CN209293051U (en) | A kind of open caisson reserved opening plugging structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |