CN112281686B - Construction method for bridge underpinning construction - Google Patents
Construction method for bridge underpinning construction Download PDFInfo
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- CN112281686B CN112281686B CN202011091012.1A CN202011091012A CN112281686B CN 112281686 B CN112281686 B CN 112281686B CN 202011091012 A CN202011091012 A CN 202011091012A CN 112281686 B CN112281686 B CN 112281686B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/48—Foundations inserted underneath existing buildings or constructions
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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Abstract
The application relates to the field of bridge underpinning construction, and discloses a construction method of bridge underpinning construction. According to the method, the cement-soil gravity type retaining wall is constructed on one side of the construction road below the bridge, the foundation trench and the underpinning beam are excavated under the original abutment, foundation pits do not need to be excavated and backfilled on one side of the road, road traffic is not affected, the construction period is shortened, and time and economic cost are saved; the L-shaped underpinning beam and the anchor rod static pressure pile which provides pile pressing counter force by utilizing the underpinning beam are constructed below the bridge, so that normal traffic on the bridge is facilitated; the newly constructed anchor rod static pressure pile has upward reaction force on the bridge, the newly added anchor rod static pressure pile and the original cast-in-situ bored pile are coordinated in deformation, the newly constructed anchor rod static pressure pile and the original cast-in-situ bored pile share upper structure load through the underpinning beam, the stress system is clearly converted, the settlement deformation control is better, and the underpinning effect is good.
Description
Technical Field
The application relates to the field of bridge underpinning construction, in particular to a construction method of bridge underpinning construction.
Background
With the rapid development of social economy, road traffic develops more and more rapidly, and in a two-line city, subway lines are gradually perfected, and subways gradually become main vehicles of people. In the process of building a subway, when the subway is in contact with a bridge and a lake, the original cast-in-situ bored pile below the bridge needs to be partially dismantled, so that a space for building a subway tunnel is reserved below the bridge. But there is a problem with doing so: the number of original cast-in-situ bored piles for supporting the bridge is reduced, the supporting strength of the bridge is weakened, and the phenomenon of bridge collapse is easy to occur.
At present, the conventional construction mode aiming at the problems is as follows: and excavating a foundation pit at the periphery of the bridge, constructing a underpinning beam below the bridge, and backfilling the foundation pit after the underpinning beam is constructed.
In view of the above-mentioned related technologies, the inventor believes that excavation of a foundation pit on a road surface in the above-mentioned construction method affects road surface traffic, and excavation and backfilling of the foundation pit require a large amount of time, which results in a drawback of prolonging a construction period.
Disclosure of Invention
In order to overcome the defect that the construction period is prolonged due to excavation of a foundation pit and backfilling of the foundation pit in the construction mode. The application provides a construction method for bridge underpinning construction.
The application provides a construction method for bridge underpinning construction, which is obtained by adopting the following technical scheme:
a construction method for bridge underpinning construction comprises the following construction steps:
constructing a cement soil gravity type retaining wall and a underpinning beam: pouring filler into a soil body through a grouting machine at one side of a construction road below a bridge, combining the filler and the soil body to form a cement-soil gravity type retaining wall, then excavating a foundation trench at one side of the soil body facing the cement-soil gravity type retaining wall, pouring a underpinning beam at the foundation trench, and presetting a pile pressing hole for a anchor rod static pressure pile to penetrate through on the underpinning beam;
constructing the anchor rod static pressure pile: the anchor rod static pressure pile penetrates through the underpinning beam through a pile pressing hole preset in the underpinning beam, and is pressed downwards until the bottom end of the anchor rod static pressure pile is fixedly inserted into the foundation;
grouting: and after the construction of the anchor rod static pressure pile is finished, filling the filler into the anchor rod static pressure pile, and after the filler is solidified, supporting the anchor rod static pressure pile and the original cast-in-situ bored pile below the bridge together.
Through the technical scheme, during construction, grouting is conducted towards the inside of the soil body, the filling material and the soil body structure form the cement-soil gravity type retaining wall, stability of the soil body structure is enhanced, and the possibility of soil body collapse during excavation of the foundation trench is reduced. Then, an anchor rod static pressure pile is additionally arranged below the underpinning beam for supporting, and the anchor rod static pressure pile and the original cast-in-situ bored pile are jointly supported below the bridge through the underpinning beam, so that the bridge is stably supported when the pile is removed, and the stability of the bridge is improved when the pile is removed; during construction, a foundation pit does not need to be excavated on one side of a road, and construction is only carried out below the bridge, so that the possibility of influence and potential safety hazard on road traffic caused by excavation of the foundation pit is reduced; and the construction step of backfilling the foundation pit is also omitted while the excavation of the foundation pit is avoided, the construction period is favorably shortened, and the time and the economic cost are saved.
Preferably: the cross section of the underpinning beam is L-shaped, the L-shaped underpinning beam comprises a vertical part and a horizontal part, the top end of an original cast-in-situ bored pile is correspondingly embedded in the vertical part, the horizontal part is arranged towards one side close to a reserved area, and a pile pressing hole is formed along the vertical direction of the horizontal part.
Through above-mentioned technical scheme, the underpinning roof beam of L type and the stock static pressure pile that utilizes the underpinning roof beam to provide the pile-pressing reaction are under the bridge and are under construction, solve the difficult problem of narrow and small space underpinning pile construction, reduce the influence to road surface traffic, are favorable to the normal clear of traffic on the bridge.
Preferably: in the construction steps of constructing the cement-soil gravity type retaining wall and the underpinning beam, grouting is carried out towards different directions when a grouting machine conducts grouting, and therefore a plurality of grouting paths are formed in the cement-soil gravity type retaining wall.
Through the technical scheme, the grouting is performed towards a plurality of angles during grouting, the distribution range of the filler in the soil body is enlarged, so that the connection stability between the filler and the soil body is further enhanced, and the stability of the integral structure of the cement-soil gravity retaining wall is enhanced.
Preferably: in the construction step of the anchor rod static pressure pile, firstly, a pile pressing cross beam is erected above the underpinning beam, a jack used for pressing down the anchor rod static pressure pile is arranged between the pile pressing cross beam and the underpinning beam, a pressure sealing plate is pressed at the top end of the anchor rod static pressure pile, and one end, far away from the pile pressing cross beam, of the jack is abutted against one side, away from the anchor rod static pressure pile, of the pressure sealing plate.
Through above-mentioned technical scheme, at the in-process that carries out the press seal construction to stock static pressure pile, will press the shrouding to push down through the jack for press the shrouding with stock static pressure pile pushing down, until pegging graft the bottom of stock static pressure pile and fix in the ground, press the shrouding and offset with the top of underpinning the roof beam this moment, press the shrouding can directly take the use, need not to carry out the construction, thereby be favorable to improving the efficiency of whole construction. The anchor static pressure pile is subjected to anchor pressing, so that the anchor static pressure pile has upward reaction force on the bridge, the newly constructed anchor static pressure pile and the original cast-in-situ bored pile are deformed and coordinated with each other, bearing capacity is provided for the bridge together, and the possibility that the anchor static pressure pile is not stressed or is less stressed due to the fact that force on the bridge is concentrated and pressed on the original cast-in-situ bored pile is reduced.
Preferably: and the pressure sealing plate is provided with a grouting opening, the grouting opening is communicated with the inner cavity of the anchor rod static pressure pile, and the diameter of the grouting opening is smaller than that of the anchor rod static pressure pile.
Through above-mentioned technical scheme, accomplish the pile pressing back to stock static pressure pile, the operator can directly pour the filler in towards stock static pressure pile through the slip casting mouth, and need not to demolish the pressure shrouding from the top of stock static pressure pile, is favorable to improving the efficiency of construction.
Preferably: one side of the pressure seal plate, which is away from the anchor rod static pressure pile, is provided with a temporary pressure bearing plate, the temporary pressure bearing plate covers the grouting opening, and one end, which is far away from the pile pressing cross beam, of the jack is abutted against one side, which is away from the pressure seal plate, of the temporary pressure bearing plate.
Through above-mentioned technical scheme, the setting of interim pressure-bearing plate is favorable to increasing the area of contact between jack and the pressure seal board to reduce the pressure that receives on the same pressure push down the shrouding, reduce the pressure seal board and take place the possibility of warping.
Preferably: and after the grouting of the anchor rod static pressure pile is finished, a pressing assembly for pressing and fixing the press seal plate is arranged above the underpinning beam.
Through above-mentioned technical scheme, the setting of suppression subassembly is favorable to strengthening the stability of pressure shrouding to anchor rod hydrostatic pile top pressure seal to be favorable to strengthening the stability of anchor rod hydrostatic pile to underpinning roof beam and bridge support.
Preferably: the pressing assembly comprises a plurality of embedded rods and a plurality of reinforcing steel bars, the embedded rods are embedded in the underpinning beam in the vertical direction, the top ends of the embedded rods extend out of the underpinning beam, the reinforcing steel bars are arranged on one side, away from the anchor static pressure pile, of the pressing sealing plate in the horizontal direction in a crossed mode, and the reinforcing steel bars and the embedded rods are fixedly welded.
Through above-mentioned technical scheme, reinforcing bar and pre-buried pole fixed connection for press the shrouding and the underpin roof beam relatively fixed, the stability of being connected between reinforcing press the shrouding and the underpin roof beam, thereby be favorable to reinforcing the stability of press the shrouding to the suppression of stock static pressure stake position.
Preferably: and a plurality of reinforcing steel bars horizontally cross the pipe orifice of the anchor rod static pressure pile.
Through above-mentioned technical scheme, the reinforcing bar strides across the mouth of pipe of stock static pressure pile and suppresses on the pressure shrouding for pressure on the pressure shrouding is concentrated and is suppressed in the mouth of pipe one end of stock static pressure pile, is favorable to further strengthening the stability of pressure shrouding to the suppression of stock static pressure pile.
In summary, the present application includes at least one of the following beneficial technical effects:
1. when the underpinning beam is constructed, a foundation pit does not need to be excavated and backfilled on one side of a road, so that road traffic is not influenced, the construction period is shortened, and the time and the economic cost are saved;
2. the newly added anchor rod static pressure pile and the original cast-in-situ bored pile are coordinated in deformation, the two bear the upper structure load together through the dragging and replacing beam, the stress system is clearly converted, the settlement and deformation control is better, and the dragging and replacing effect is good.
Drawings
Fig. 1 is a schematic structural diagram for showing the position relationship of the underpinning beam and the original cast-in-situ bored pile and anchor rod static pressure pile in the embodiment of the application.
Fig. 2 is a schematic structural view of a connecting structure for embodying a soil-cement gravity type retaining wall and an underpinning beam in the embodiment of the present application.
Fig. 3 is a schematic structural diagram for embodying the press sealing of the anchor rod static pressure pile in the embodiment of the application.
Fig. 4 is a schematic structural diagram for embodying a pressing assembly in the embodiment of the present application.
Fig. 5 is a schematic diagram of a state for embodying that the original cast-in-situ bored pile located in the reserved area is not removed in the embodiment of the present application.
Reference numerals: 1. a bridge; 2. original bored pile; 3. reserving a region; 4. underpinning the beam; 41. a vertical portion; 42. a horizontal portion; 43. pile pressing holes; 44. an anchor rod; 442. a nut; 5. anchor rod static pressure piles; 6. a soil cement gravity retaining wall; 61. a grouting path; 7. pressing a pile cross beam; 71. a jack; 8. pressing a sealing plate; 81. a grouting port; 82. a temporary bearing plate; 9. pressing the assembly; 91. reinforcing steel bars; 92. and (6) pre-burying a rod.
Detailed Description
The present application is described in further detail below with reference to figures 1-5.
The embodiment of the application discloses a construction method for bridge underpinning construction. The construction method comprises the following construction steps:
referring to fig. 1, constructing a soil-cement gravity retaining wall and underpinning beams: according to the construction position of the subway tunnel, determining an original bored pile 2 to be removed, reserving a reserved area 3 for constructing the subway tunnel, firstly, pouring filling materials which can be cement filling materials towards different directions in a soil body through a grouting machine at one side of a construction road below a bridge 1 to form a plurality of grouting paths 61, and combining the cement filling materials with the soil body to form a cement-soil gravity type retaining wall 6; and then excavating a foundation trench on one side of the soil body facing the cement-soil gravity type retaining wall 6, and pouring the underpinning beam 4 in the foundation trench. The arrangement of the cement soil gravity type retaining wall 6 is beneficial to enhancing the stability of a soil body structure and reducing the possibility of soil body collapse during excavation of a foundation trench.
Referring to fig. 1, the cross section of the underpinning beam 4 is L-shaped, the L-shaped underpinning beam 4 comprises a vertical part 41 and a horizontal part 42, the vertical part 41 is higher than the horizontal part 42, the top end of the original bored pile 2 is correspondingly embedded in the vertical part 41, the horizontal part 42 is arranged towards one side close to the reserved area 3, and a pile pressing hole 43 for the anchor rod static pressure pile 5 to penetrate through is formed in the horizontal part 42 towards the reserved area 3 along the vertical direction. The underpinning beam 4 of L type and the stock static pressure pile that utilizes the underpinning beam to provide the pile pressing reaction are under the bridge construction, solve the difficult problem of narrow and small space underpinning pile construction, reduce the influence to road surface traffic, are favorable to the traffic on the bridge to go on normally.
The construction of the cement soil gravity type retaining wall 6 and the underpinning beam 4 is carried out below the bridge 1, a foundation pit does not need to be excavated, and the possibility that the influence and potential safety hazard are brought to road traffic by the excavation of the foundation pit is reduced; and the construction step of backfilling the foundation pit is also omitted while the excavation of the foundation pit is avoided, and the construction period is favorably shortened.
Referring to fig. 3, constructing the anchor rod static pressure pile: firstly, a pile pressing cross beam 7 is erected above the underpinning beam 4, the pile pressing cross beam 7 can be fixed below the bridge beam 1, a jack 71 is arranged between the pile pressing cross beam 7 and the underpinning beam 4, then an anchor rod static pressure pile 5 penetrates through the underpinning beam 4 through a pile pressing hole 43, a pressure sealing plate 8 is pressed at the top end of the anchor rod static pressure pile 5, a plurality of anchor rods 44 used for locking and fixing the pressure sealing plate 8 on the underpinning beam 4 are preset in the underpinning beam 4 along the vertical direction, and one end of each anchor rod 44 extends out of the underpinning beam 4 and penetrates through the pressure sealing plate 8. The pressure seal plate 8 is provided with a grouting opening 81 for pouring filler towards the interior of the anchor static pressure pile 5, the grouting opening 81 is communicated with the inner cavity of the anchor static pressure pile 5, and the diameter of the grouting opening 81 is smaller than that of the anchor static pressure pile 5. One side that pressure shrouding 8 deviates from anchor rod static pressure pile 5 is equipped with a interim bearing plate 82, and interim bearing plate 82 shelters from grouting opening 81 and covers, and jack 71 one end is inconsistent towards one side of underpinning roof beam 4 with pressure stake crossbeam 7, and jack 71 keeps away from the one end of pressure stake crossbeam 7 and contradicts in the one side that interim bearing plate 82 deviates from pressure shrouding 8.
Referring to fig. 3, the temporary bearing plate 82 and the press sealing plate 8 are pressed downward by the jack 71, so that the press sealing plate 8 presses the anchor static pressure pile 5 downward until the bottom end of the anchor static pressure pile 5 is fixedly inserted into the ground, and the press sealing plate 8 abuts against one side of the underpinning beam 4 facing the press sealing plate 8. The anchor bar 44 is then locked to the pinch plate 8 by fasteners. The fastener includes a nut 442 that the operator threads onto the anchor rod 44 to engage the nut 442 so that the press plate 8 abuts against the underpinning beam 4 and tightens the nut 442 so that the nut 442 abuts against the side of the press plate 8 facing away from the anchor static pile 5 so that the press plate 8 is secured against the underpinning beam 4.
The top of the anchor rod static pressure pile 5 is pressed and sealed, the anchor rod static pressure pile 5 has upward reaction force on the bridge 1, and the possibility that the force on the bridge 1 is concentrated and pressed on the original cast-in-situ bored pile 2, so that the anchor rod static pressure pile 5 is not stressed or is stressed less is reduced. And the newly added anchor rod static pressure pile 5 and the original cast-in-situ bored pile 2 are coordinated in deformation, and share the structural load of the bridge 1 through the dragging and replacing beam 4, so that the conversion of a stress system is clear, the settlement and deformation control is better, and the dragging and replacing effect is good.
Referring to fig. 3, grouting: after the construction of the anchor static pressure pile is completed, the jack 71 is detached from the upper part of the temporary bearing plate 82, the pile pressing cross beam 7 and the jack 71 are detached from the upper part of the underpinning beam 4, then the temporary bearing plate 82 is removed from the press sealing plate 8, then a filling material which can be cement mortar is poured towards the interior of the anchor static pressure pile 5 through a grouting opening 81 on the press sealing plate 8, and after the cement mortar is solidified, the anchor static pressure pile 5 and the original bored pile 2 are supported below the bridge 1 together. And the side wall of the anchor rod static pressure pile close to the top end is provided with a through hole, an operator injects glue into the anchor rod static pressure pile, and the glue seeps into the space between the anchor rod static pressure pile and the pile pressing hole 43 through the through hole, so that the glue fills and blocks the gap between the anchor rod static pressure pile and the pile pressing hole 43.
Referring to fig. 3 and 4, after grouting of the anchor static pressure pile 5 is completed, the top of the underpinning beam 4 is provided with a pressing assembly 9 for pressing and fixing the pressing sealing plate 8, the pressing assembly 9 comprises a plurality of embedded rods 92 and a plurality of steel bars 91, the embedded rods 92 are embedded in the underpinning beam 4 along the vertical direction, the top end of each embedded rod extends out of the underpinning beam 4, the number of the embedded rods 92 can be four, the four embedded rods 92 are divided into two groups, each group comprises two embedded rods 92, and the two groups of embedded rods 92 are symmetrically arranged about the center of the pressing sealing plate 8.
Referring to fig. 3 and 4, the number of the reinforcing bars 91 may be four, each two reinforcing bars 91 form a set of parallel reinforcing bars 91, the reinforcing bars 91 are arranged crosswise along the horizontal direction, one side of the pressure sealing plate 8, which faces away from the anchor static pressure pile 5, and the two sets of reinforcing bars 91 both cross over the nozzle of the anchor static pressure pile 5 in the horizontal direction. The both ends of reinforcing bar 91 respectively with two pre-buried poles 92 welded fastening to make reinforcing bar 91 and underpinning 4 fixed positions of roof beam, realized the fixed suppression to pressure seal board 8, and then be favorable to strengthening the stability of pressure seal board 8 to the 5 pressure seals of stock static pressure pile. The arrangement is favorable for limiting the top of the anchor rod static pressure pile 5 in the vertical direction, so that the stability of connection between the anchor rod static pressure pile 5 and the underpinning beam 4 is improved, the anchor rod static pressure pile 5 has upward reaction force on the bridge 1, the force on the bridge 1 is reduced and is intensively supported on the original cast-in-situ bored pile 2, the possibility that the anchor rod static pressure pile 5 is not stressed is reduced, and the stability and the coordination of supporting the bridge 1 are improved.
Referring to fig. 5, pile dismantling: and finally, dismantling the original cast-in-situ bored pile 2 positioned in the reserved area 3, so that the reserved area 3 is vacated for constructing a subway tunnel, and the anchor static pressure pile 5 and the undetached original cast-in-situ bored pile 2 are jointly and stably supported below the bridge 1.
The present embodiment is only for explaining the present application, and it is not limited to the present application, and those skilled in the art can make modifications of the present embodiment without inventive contribution as needed after reading the present specification, but all of them are protected by patent law within the scope of the claims of the present application.
Claims (9)
1. A construction method for bridge underpinning construction is characterized by comprising the following construction steps:
constructing a cement soil gravity type retaining wall and a underpinning beam: pouring filling materials into a soil body through a grouting machine at one side of a construction road below a bridge (1), combining the filling materials with the soil body to form a cement-soil gravity type retaining wall (6), then excavating a foundation trench at one side of the soil body facing the cement-soil gravity type retaining wall (6), pouring a underpinning beam (4) at the foundation trench, and presetting a pile pressing hole (43) for a anchor rod static pressure pile (5) to penetrate through on the underpinning beam (4);
constructing the anchor rod static pressure pile: the anchor rod static pressure pile (5) penetrates through the underpinning beam (4) through a pile pressing hole (43) preset on the underpinning beam (4), and the anchor rod static pressure pile (5) is pressed downwards until the bottom end of the anchor rod static pressure pile (5) is fixedly inserted into the foundation;
grouting: and after the construction of the anchor rod static pressure pile is finished, filling the filler into the anchor rod static pressure pile (5), and after the filler is solidified, supporting the anchor rod static pressure pile (5) and the original cast-in-situ bored pile (2) below the bridge (1) together.
2. The construction method for bridge underpinning construction according to claim 1, wherein: the cross section of underpinning roof beam (4) is the L type, the L type underpinning roof beam (4) are including vertical portion (41) and horizontal part (42), the top correspondence of original bored concrete pile (2) is buried underground in vertical portion (41), horizontal part (42) orientation is close to the one side setting in reservation region (3), press stake hole (43) to set up along the vertical direction of horizontal part (42).
3. The construction method for bridge underpinning construction according to claim 2, wherein: in the construction steps of constructing the soil cement gravity type retaining wall and the underpinning beam, grouting is carried out towards different directions when a grouting machine performs grouting, so that a plurality of grouting paths (61) are formed in the soil cement gravity type retaining wall (6).
4. A construction method for bridge underpinning construction according to claim 1 or 3, wherein: in the construction step of the construction anchor rod static pressure pile, firstly, a pile pressing cross beam (7) is erected above the underpinning beam (4), a jack (71) used for pressing down the anchor rod static pressure pile (5) is arranged between the pile pressing cross beam (7) and the underpinning beam (4), a pressure sealing plate (8) is pressed at the top end of the anchor rod static pressure pile (5), and one end, far away from the pile pressing cross beam (7), of the jack (71) is abutted to one side, away from the anchor rod static pressure pile (5), of the pressure sealing plate (8).
5. The construction method for bridge underpinning construction according to claim 4, wherein the construction method comprises the following steps: and the pressure sealing plate (8) is provided with a grouting opening (81), the grouting opening (81) is communicated with the inner cavity of the anchor rod static pressure pile (5), and the diameter of the grouting opening (81) is smaller than that of the anchor rod static pressure pile (5).
6. The construction method for bridge underpinning construction according to claim 5, wherein: one side that pressure shrouding (8) deviate from stock static pressure stake (5) is equipped with interim bearing plate (82), interim bearing plate (82) cover slip casting mouth (81) shelters from, the one end conflict that pressure stake crossbeam (7) was kept away from in interim bearing plate (82) one side that is kept away from pressure shrouding (8) jack (71).
7. The construction method for bridge underpinning construction according to claim 6, wherein: and after grouting of the anchor rod static pressure pile (5) is completed, a pressing component (9) for pressing and fixing a pressing sealing plate (8) is arranged above the underpinning beam (4).
8. The construction method for bridge underpinning construction according to claim 7, wherein: the pressing assembly (9) comprises a plurality of embedded rods (92) and a plurality of steel bars (91), the embedded rods (92) are embedded in the underpinning beam (4) along the vertical direction, the top end of the embedded rods extends out of the underpinning beam (4), the steel bars (91) are arranged on one side, deviating from the anchor rod static pressure pile (5), of the pressing sealing plate (8) in the horizontal direction in a crossed mode, and the steel bars (91) are welded and fixed with the embedded rods (92).
9. The construction method for bridge underpinning construction according to claim 8, wherein: and a plurality of reinforcing steel bars (91) horizontally cross the pipe orifice of the anchor static pressure pile (5).
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