阅读说明：本技术 地锚式桥台施工方法 (Ground anchor type abutment construction method ) 是由 岳新兴 于得安 周范武 罗毅 张芙蓉 张楠楠 杨佳洁 于 2021-06-15 设计创作，主要内容包括：本发明提供专利一种地锚式桥台施工方法,包括以下步骤：S1、分层、分块浇筑扩大基础；S2、分层分块浇筑桥台墙身和隔墙；S3、分层浇筑后浇带；S4、分段、分层浇筑桥台盖板和桥台主梁；S5、人孔填充砂料；S6、安装锚杆并压浆；S7、分段张拉预应力钢绞线(6)并压浆。本发明通过冷却管路对大体积扩大基础实施温控,且管路可以回收二次利用,流体运动过程中的冷却效果得到明显提升,设置后浇带释放不均匀沉降,翻模法控制解决箱型格式墙身混凝土龄期差的问题,减少地锚式桥台裂缝出现几率,施工效率大大提高,施工质量得到保障。(The invention provides a ground anchor type abutment construction method, which comprises the following steps: s1, layering and casting in blocks to enlarge the foundation; s2, layered and block pouring of the abutment wall body and the partition wall; s3, pouring a post-cast strip in a layered mode; s4, casting a bridge abutment cover plate and a bridge abutment main beam in a segmented and layered manner; s5, filling sand into the manhole; s6, mounting an anchor rod and grouting; and S7, stretching the prestressed steel strands (6) in sections and grouting. The invention implements temperature control on the large-volume enlarged foundation through the cooling pipeline, the pipeline can be recycled and reused, the cooling effect in the fluid movement process is obviously improved, the post-cast strip is set to release uneven settlement, the problem of poor age of box-type lattice wall concrete is solved by the rollover method control, the occurrence probability of ground anchor abutment cracks is reduced, the construction efficiency is greatly improved, and the construction quality is ensured.)

1. An earth anchor type abutment construction method is characterized by comprising the following steps: the method comprises the following steps:

s1, casting the enlarged foundation (1) in layers and blocks, wherein a plurality of prestressed steel bars (5), a plurality of prestressed pipelines (15) and an anchor rod pipeline (10) are respectively pre-buried on the enlarged foundation (1), the prestressed steel bars (5) penetrate through the prestressed pipelines (15), and a space for arranging a post-cast strip (9) is reserved;

s2, layering and pouring the abutment wall body (2) on the upper side of the enlarged foundation (1) in sections, arranging a plurality of prestressed pipelines (15) on the abutment wall body (2), pouring a plurality of first partition walls (204) and a plurality of second partition walls (205) in the middle of the abutment wall body (2), forming a plurality of filling cavities (12) between the first partition walls (204) and the second partition walls (205), stretching and lengthening the prestressed steel rods (5) in sections, enabling the prestressed steel rods (5) to penetrate through the prestressed pipelines (15) and extend outwards, and enabling a plurality of anchor rod pipelines (10) to penetrate through the second support wall (202);

s3, after the construction of the foundation (1) to be expanded and the abutment wall body (2) is completed, pouring a post-pouring belt (9) in a layered mode, and filling a sand material (11) in a filling cavity (12) and compacting;

s4, pouring a bridge abutment main beam (3) and a bridge abutment cover plate (4) along the third supporting wall (203) towards the first supporting wall (201), and reserving a plurality of manholes (13) in the bridge abutment main beam (3);

s5, filling sand (11) in the manhole (13) and compacting;

s6, drilling and cleaning holes in the anchor rock stratum (14) on the lower side of the enlarged foundation (1) through the anchor pipeline (10), and then installing the tensioning anchor rod (7) in the anchor pipeline (10) and tensioning and grouting;

and S7, symmetrically stretching the prestressed steel strands (6) in sections and grouting.

2. The ground-anchored abutment construction method according to claim 1, wherein: construction of a wall precast layer (206) is further included between the S1 and the S2, the wall precast layer (206) and the uppermost layer of the enlarged foundation (1) are combined and poured at one time, the height of the wall precast layer (206) is determined according to the chamfering height of the abutment wall (2), and the number of blocks of the enlarged foundation (1) is determined according to the size of the abutment.

3. The ground-anchored abutment construction method according to claim 2, wherein: and a post-pouring belt (9) is arranged between every two blocks of the enlarged foundation (1), and a cooling unit (8) is pre-embedded in each block.

4. The ground-anchored abutment construction method according to claim 1, wherein: and in the S4, the bridge girder (3) and the bridge cover plate (4) are respectively poured segment by segment and layer by layer.

5. The ground-anchored abutment construction method according to claim 1, wherein: in S2, the number of the blocks of the abutment wall body (2) is the same as that of the enlarged foundation (1), and the block lines of the enlarged foundation (1) of the block lines of the abutment wall body (2) are the same.

6. The ground-anchored abutment construction method according to claim 1, wherein: abutment apron (4) one side detachable is equipped with support frame (16), treats that abutment apron (4) construction completion back, pours abutment girder (3) on the upper portion of abutment apron (4), supports fixedly through bracing piece (17) between abutment girder (3) and the abutment apron (4).

7. The ground-anchored abutment construction method according to claim 3, wherein: a plurality of first cooling holes (101) are arranged on the blocks of the expansion foundation (1) in a penetrating mode, and the cooling units (8) are detachably arranged in the first cooling holes (101) in a penetrating mode; the expansion base (1) is also provided with a plurality of second cooling holes (102) in a penetrating mode, the directions of the second cooling holes (102) are perpendicular to the first cooling holes (101), and the central axis of the second cooling holes (102) and the central axis of the first cooling holes (101) are not in the same plane.

8. The ground-anchored abutment construction method according to claim 3, wherein: the concrete for pouring the post-cast strip (9) is micro-expansive concrete, the pouring interval time between the post-cast strip and the wall body of the adjacent ground anchor type abutment is not less than 1 month, and the sand (11) filled in the wall body needs to meet the volume weight requirement required by the balance weight of the ground anchor type abutment.

9. The ground-anchored abutment construction method according to claim 7, wherein: the cooling unit (8) is pre-buried before pouring, a release agent is uniformly coated on the surface of the cooling unit (8), the cooling unit is taken out after pouring and maintenance are finished, the cooling unit (8) comprises a plurality of cooling pipes (18) arranged in parallel, the plurality of cooling pipes (18) keep the inclination angles of the outer side walls consistent, each cooling pipe (18) comprises a pipe body (1801), one side of each pipe body (1801) is provided with a first connecting platform (1802), the other side of each pipe body (1801) is provided with a second connecting platform (1813), the first connecting platform (1802) of the previous cooling pipe (18) is in threaded connection with the second connecting platform (1813) of the next cooling pipe, after cooling liquid is injected from an external circulating pump, one part of the cooling liquid circulates and dissipates heat through a first channel (1807) penetrating through the pipe body (1801), one part of the cooling liquid circulates and dissipates heat through a plurality of second channels (1809) on a heat conduction column (1808), and circulates and cools liquid tanks from one side of the cooling pipe (18) at the tail end, the first cavity (1805) and the second cavity (1810) on two sides of the heat conducting column (1808) play a role in buffering and decelerating for cooling liquid, and guarantee the stability of flow, the diameter of a first through hole (1814) in the middle of the first connecting platform (1802) is larger than that of a first channel (1807), the diameter of a second through hole (1815) in the middle of the first through hole (1814) is larger than that of the first channel (1807), when the first connecting platform (1802) is connected with the second connecting platform (1813), the first positioning bead (1811) is aligned through a first scale groove (1806) on the first connecting platform (1802), and the first positioning bead (1811) and the second positioning bead (1812) are respectively matched with the first groove (1803) and the second groove (1804), so that the consistency of the initial rotation position of each thread can be guaranteed, and the consistency of the positions when the threads are fixed is guaranteed.

10. The ground-anchored abutment construction method according to claim 9, wherein: in the installation of cooling unit (8), need connect adapter (19) between two cooling tubes (18), adapter (19) are used for the direction of cooling water, adapter (19) include body (1901), body (1901) and first connecting platform (1802) threaded connection, boss (1902) one side inlays to be established and carries out the initial back of mixing in first cavity (1805) of first passageway (1807) cooling liquid at preceding cooling tube (18) simultaneously, shunt through third passageway (1903) and fourth passageway (1904) respectively again, when adapter (19) installation, through first scale groove (1806) of second scale groove (1905) counterpoint, guarantee that each fourth passageway (1904) corresponds second passageway (1809) of a back cooling tube (18).

Technical Field

The invention relates to the technical field of bridge construction, in particular to a construction method of an earth anchor type abutment.

Background

The partial ground anchor type cable-stayed bridge can well adapt to the limited terrain conditions in mountainous areas, and the length of the side span of the cable-stayed bridge is reduced by adopting the ground anchor type abutment counter weight. The ground anchor type bridge abutment is used as a key subsection project of a partial ground anchor type cable-stayed bridge, the foundation adopts an enlarged foundation, the wall body is of a box-type lattice structure, the top of the foundation is provided with a concrete cover plate, the upper double-side main rib box girder is fixedly connected with the bridge abutment, and the unique structure of the bridge abutment has extremely high requirements on construction and crack prevention.

Uneven settlement caused by geological conditions can cause vertical cracks on the ground anchor type abutment, temperature cracks can be generated on a large-size expanded foundation, and shrinkage cracks can be generated on the ground anchor type abutment due to overlong age difference between an upper layer and a lower layer in a construction period and between a left block and a right block.

Therefore, a construction method which can control the temperature rise of mass concrete, release the uneven settlement caused by geological conditions, control the age difference of the concrete and has stronger economical efficiency is needed, and the requirements of the construction and the crack prevention of the ground anchor type abutment are met.

Chinese patent document CN 111041991 a describes a bridge abutment construction method, in which a platform body is connected and fastened by reinforcing bars through a bearing platform and embedded steel bars, but the bearing platform of this structure still has the problem of cracks due to temperature difference, and uniform settlement cannot be guaranteed, so that the use is defective, and improvement is needed.

Disclosure of Invention

The invention provides an earth anchor abutment construction method, which is characterized in that the temperature control is carried out on a large-volume enlarged foundation through a cooling pipeline, the pipeline can be recycled and reused, the cooling effect in the fluid movement process is obviously improved, a post-cast strip is arranged to release uneven settlement, the problem of poor age of box-type lattice wall concrete is solved through the control of a rollover method, the occurrence probability of earth anchor abutment cracks is reduced, the construction efficiency is greatly improved, and the construction quality is guaranteed.

In order to solve the technical problems, the technical scheme adopted by the invention is as follows:

a ground anchor type abutment construction method comprises the following steps:

s1, layering, and pouring an enlarged foundation in blocks, wherein a plurality of prestressed steel bars, a plurality of prestressed pipelines and an anchor rod pipeline are pre-buried on the enlarged foundation respectively, the prestressed steel bars penetrate through the prestressed pipelines, and a space for a post-cast strip is reserved;

s2, layering and sectionally pouring an abutment wall body on the upper side of the enlarged foundation, arranging a plurality of prestressed pipelines on the abutment wall body, pouring a plurality of first partition walls and a plurality of second partition walls in the middle of the abutment wall body, forming a plurality of cavities between the first partition walls and the second partition walls, stretching and lengthening the prestressed steel rods sectionally, penetrating the prestressed steel rods into the prestressed pipelines and extending outwards, and penetrating a plurality of anchor rod pipelines on the second supporting wall;

s3, after the construction of the foundation to be expanded and the abutment wall is finished, pouring a post-cast strip in a layered mode, and filling sand materials in the cavity and compacting the sand materials;

s4, pouring a bridge abutment main beam and a bridge abutment cover plate along the third supporting wall towards the first supporting wall, and reserving a plurality of manholes in the bridge abutment main beam;

s5, filling sand materials in the manhole and compacting;

s6, drilling and cleaning holes in the rock stratum of the anchor rod at the lower side of the enlarged foundation through the anchor rod pipeline, and then installing the tension anchor rod in the anchor rod pipeline and tensioning and grouting;

and S7, symmetrically tensioning the prestressed steel strands in sections and grouting.

In a preferable scheme, construction of a wall precast layer is further included between S1 and S2, the wall precast layer and the uppermost layer of the enlarged foundation are combined and poured at one time, the height of the wall precast layer is determined according to the chamfer angle height of the abutment wall, and the number of blocks of the enlarged foundation is determined according to the size of the abutment.

In a preferable scheme, a post-cast strip is arranged between every two blocks of the enlarged foundation, and a cooling unit is pre-embedded in each block.

In a preferred embodiment, in S4, the bridge girder and the bridge deck are cast segment by segment and layer by layer, respectively.

In a preferred embodiment, in S2, the number of blocks of the abutment wall is the same as the number of blocks of the enlarged foundation, and the block lines of the enlarged foundation of the abutment wall block lines are the same.

In the preferred scheme, a support frame is detachably arranged on one side of the abutment cover plate, after the construction of the abutment cover plate is completed, an abutment main beam is poured on the upper portion of the abutment cover plate, and the abutment main beam and the abutment cover plate are supported and fixed through support rods.

In a preferred scheme, a plurality of first cooling holes are arranged on the blocks of the enlarged foundation in a penetrating manner, and the cooling units are detachably arranged in the first cooling holes in a penetrating manner; and a plurality of second cooling holes are further arranged on the expansion basis in a penetrating mode, the directions of the second cooling holes are perpendicular to the first cooling holes, and the central axes of the second cooling holes and the central axis of the first cooling holes are not in the same plane.

In the preferred scheme, the concrete for casting the post-cast strip is micro-expansive concrete, the casting interval time between the post-cast strip and the wall body of the adjacent ground anchor type abutment is not less than 1 month, and sand filled in the wall body needs to meet the volume weight requirement required by the balance weight of the ground anchor type abutment.

In the preferable scheme, the cooling unit is pre-embedded before pouring, the surface of the cooling unit is uniformly coated with a release agent and taken out after pouring and maintenance are finished, the cooling unit comprises a plurality of cooling pipes which are arranged in parallel, the plurality of cooling pipes keep the inclination angles of the outer side walls consistent, each cooling pipe comprises a pipe body, a first connecting platform is arranged on one side of each pipe body, a second connecting platform is arranged on the other side of each pipe body, the first connecting platform of the previous cooling pipe is in threaded connection with the second connecting platform of the next cooling pipe, after cooling liquid is injected from an external circulating pump, part of the cooling liquid circulates and radiates heat through a first channel arranged in each pipe body, part of the cooling liquid circulates and radiates heat through a plurality of second channels arranged on the heat conduction columns and circulates back to the cooling liquid tank from one side of the cooling pipe at the tail end, and the first cavities and the second cavities on two sides of the heat conduction columns play a role in buffering and speed reduction for the cooling liquid, the stability of flow has been guaranteed, the first through-hole diameter ratio of first connecting station intermediate position is big than first passageway, the second through-hole diameter ratio of first through-hole intermediate position is big than first passageway, when first connecting station and second are connected the platform and are connected, first location pearl is counterpointed through first scale groove of first connection bench, first location pearl and second location pearl respectively with first recess and second recess phase-match, guaranteed to guarantee the unanimity of screw thread initial rotation position at every turn, thereby the unanimity of position when fixed has been guaranteed.

In the preferred scheme, in the installation of cooling unit, need connect the adapter between two cooling tubes, the adapter is used for leading the cooling water, the adapter includes the body, body and first connection platform threaded connection, boss one side inlays simultaneously and establishes in the first passageway after the cooling liquid is just thoughtlessly in the first cavity of a preceding cooling tube, the reposition of redundant personnel is do not shunted through third passageway and fourth passageway again, when the adapter is installed, counterpoint first scale groove through the second scale groove, guarantee that each fourth passageway corresponds the second passageway of a back cooling tube.

The invention has the beneficial effects that:

the method effectively reduces uneven settlement cracks. According to the size of the ground anchor type abutment, the non-uniform settlement is effectively released by adopting block pouring and arranging post-pouring belts among the blocks, so that cracks caused by the non-uniform settlement are effectively reduced;

② avoid the temperature crack. By adopting comprehensive temperature control measures, cooling water pipes are arranged in the ground anchor type abutment expanded foundation and other mass concrete, the concrete is cooled when being heated, and external heat preservation is carried out when being cooled, so that the generation of concrete temperature cracks can be effectively avoided;

and thirdly, controlling the age difference of the upper layer and the lower layer and reducing shrinkage cracks. The layering height, the block size and the number of the ground anchor type abutment walls can be comprehensively determined according to the influence factors such as abutment size, pouring capacity and resource allocation, the difference of the upper and lower layer pouring age can be effectively controlled by adjusting the layering height and the block size, and the shrinkage cracks of the large-size abutment are reduced.

Drawings

The invention is further illustrated by the following figures and examples.

FIG. 1 is a schematic front view of the present invention;

FIG. 2 is a sectional view taken along line A-A of the present invention;

FIG. 3 is a diagram of the internal prestressing architecture of the present invention;

FIG. 4 is a schematic top view of the structure of the present invention;

FIG. 5 shows a first construction state of the present invention;

FIG. 6 shows a second construction state of the present invention;

FIG. 7 shows a third construction state of the present invention;

FIG. 8 shows a fourth construction state of the present invention;

FIG. 9 shows a fifth construction state of the present invention;

FIG. 10 is a sixth construction state of the present invention;

FIG. 11 is a seventh construction state of the invention;

FIG. 12 shows a construction state eight of the present invention;

FIG. 13 shows a ninth construction state of the present invention;

FIG. 14 is a construction state ten of the invention;

FIG. 15 shows the construction state eleven according to the present invention;

FIG. 16 shows a construction state twelve according to the present invention;

fig. 17 is a construction state thirteen of the present invention;

FIG. 18 shows a fourteenth construction state of the invention;

FIG. 19 is a schematic view of the cooling tube configuration of the present invention in state one;

FIG. 20 is a schematic view of the cooling tube configuration of the present invention in state two;

figure 21 is a schematic view of an adapter of the present invention;

FIG. 22 is a schematic top view of the cooling tube installation of the present invention;

FIG. 23 is a cross-sectional view taken along line B-B of the cooling tube installation of the present invention;

FIG. 24 is an enlarged schematic view of the cooling tube of the present invention at installation C;

fig. 25 is an enlarged base piping layout of the present invention.

In the figure: enlarging the foundation 1; a first cooling hole 101; a second cooling hole 102; a first fixed layer 103; a second fixed layer 104; a bridge abutment wall 2; a first support wall 201; a second support wall 202; a third support wall 203; a first partition wall 204; a second partition wall 205; a wall precast layer 206; a bridge girder 3; a bridge deck 4; a prestressed steel bar 5; a prestressed steel strand 6; tensioning the anchor rod 7; a cooling unit 8; post-cast strip 9; an anchor pipe 10; a filler 11; filling the cavity 12; a manhole 13; a rock bolt layer 14; a prestressed pipe 15; a support frame 16; a support bar 17; a cooling pipe 18; a tube body 1801; a first connection station 1802; a first recess 1803; a second groove 1804; a first cavity 1805; a first scale groove 1806; a first channel 1807; a thermally conductive post 1808; a second passage 1809; a second cavity 1810; a first positioning bead 1811; a second positioning bead 1812; a second connecting station 1813; a first through hole 1814; a second through hole 1815; an adapter 19; a body 1901; a boss 1902; a third channel 1903; a fourth channel 1904; a second scale groove 1905; the angle of inclination α.

Detailed Description

As shown in fig. 1 to 25, a ground-anchored abutment construction method includes the steps of:

s1, layering and casting the enlarged foundation 1 in blocks, wherein a plurality of prestressed steel bars 5, a plurality of prestressed pipelines 15 and an anchor rod pipeline 10 are respectively arranged on the enlarged foundation 1 in a pre-buried mode, the prestressed steel bars 5 penetrate through the prestressed pipelines 15, and a space for arranging a post-cast strip 9 is reserved; the prestressed pipeline 15 is made of metal corrugated pipe, the enlarged foundation 1 comprises a first fixed layer 103 and a second fixed layer 104, and during construction, the first fixed layer 103 is poured firstly, the block construction mode is adopted, the post-cast strip 9 is reserved between the first fixed layers 103, and a cooling unit 8 is arranged in the anchor rod pipeline 10 and the prestressed steel bar 5 are pre-embedded, the anchor rod pipeline 10 is made of CFRP materials, after the first fixing layer 103 reaches the strength, a second fixing layer 104 is cast in blocks above the first fixing layer 103, cooling units 8 are also arranged in the second fixing layer 104, and pre-burying a prestressed pipeline 15 in the second fixing layer 104, wherein the prestressed pipeline 15 is sleeved on the prestressed steel bar 5, the post-cast strip 9 is reserved in the position the same as the first fixing layer 103, so that the structure ensures that the stress is more uniform by adopting block pouring, the support is more stable, and the prestressed pipeline 15 avoids the contact between the prestressed steel bar 5 and the poured concrete.

S2, pouring the abutment wall body 2 in a layered and segmented manner on the upper side of the enlarged foundation 1, arranging a plurality of prestressed pipelines 15 on the abutment wall body 2, pouring a plurality of first partition walls 204 and a plurality of second partition walls 205 in the middle of the abutment wall body 2, forming a plurality of filling cavities 12 between the first partition walls 204 and the second partition walls 205, stretching prestressed steel rods 5 in a segmented manner and lengthening, wherein the prestressed steel rods 5 penetrate through the prestressed pipelines 15 and extend outwards, and the anchor rod pipelines 10 penetrate through the second support walls 202; adopt the layering to turn over the mould and send out construction abutment wall body 2, the segmentation increases prestressing force pipeline 15 and stock pipeline 10, and the space of post-cast strip 9 is reserved to the same position, from this structure to make under the prerequisite of guaranteeing bearing capacity height, practiced thrift the use of concrete, infilled wall 12 with bearing capacity homodisperse on a plurality of first partition walls 204 and second partition wall 205.

S3, after the construction of the foundation 1 to be expanded and the abutment wall body 2 is completed, pouring the post-cast strip 9 in a layered mode, and filling the filling cavity 12 with the sand 11 and compacting; with the structure, the sand 11 supports the first partition wall 204 and the second partition wall 205 from the inner side, so that good rigidity and stronger bearing capacity are ensured.

S4, pouring the bridge abutment girder 3 and the bridge abutment cover plate 4 along the third supporting wall 203 towards the first supporting wall 201, and reserving a plurality of manholes 13 in the bridge abutment girder 3; from this structure to when making guarantee that the bulk strength is high, the use of whole saving concrete plays the supporting role to abutment girder 3 when manhole 13 pours.

S5, filling sand 11 in the manhole 13 and compacting; this structure makes the whole more stable, and supports the main beam 3 from the inside.

S6, drilling and cleaning holes in the anchor rod rock stratum 14 on the lower side of the enlarged foundation 1 through the anchor rod pipeline 10, and then installing the tensioning anchor rod 7 in the anchor rod pipeline 10 and tensioning and grouting; construction in the stock pipeline 10 through the rig, stretch-draw stock 7 adopts the CFRP material to make, wait to stretch-draw and seal the anchor after accomplishing, CFRP stretch-draw stock 7 is the finished product stock, adopts tower crane or crane to transfer the back mud jacking that targets in place in the downthehole, and the mud jacking material is RPC grout (does not contain steel fibre), has avoided the rig to abutment wall body 2's influence, and from this structure, it is good to have guaranteed overall stability, girder 3 and apron 4 and 14 firm in connection of stock rock stratum.

And S7, symmetrically stretching the prestressed steel strands 6 in sections and grouting. With the structure, the abutment wall body 2 is integrally stable and is more resistant to cracking.

In a preferable scheme, construction of a wall precast layer 206 is further included between S1 and S2, the wall precast layer 206 and the uppermost layer of the enlarged foundation 1 are combined and cast at one time, the height of the wall precast layer 206 is determined according to the chamfer angle height of the abutment wall 2, and the number of blocks of the enlarged foundation 1 is determined according to the size of the abutment. After the poured post-cast strip 9 meets the requirements in the age period, the filling cavity 12 is filled with sand 11, and then the last section of prestressed steel bar 5 is lengthened, so that the connection between the enlarged foundation 1 and the abutment wall body 2 is tighter, and settlement and cracks are effectively solved.

In a preferable scheme, a post-cast strip 9 is arranged between every two blocks of the enlarged foundation 1, and a cooling unit 8 is pre-embedded in each block. By the structure, the enlarged foundation 1 is stable in structure and good in bearing performance, and the rope retracting seam is avoided.

In a preferred embodiment, in S4, the bridge girder 3 and the bridge deck 4 are respectively cast segment by segment and layer by layer. From this structure, stability is better, can control upper and lower floor effectively through adjustment layering height, piecemeal size and pour the age difference, reduces bulky abutment shrink crack.

In a preferred embodiment, in S2, the number of blocks of the abutment wall 2 is the same as the number of blocks of the enlarged foundation 1, and the block lines of the enlarged foundation 1 in the block line of the abutment wall 2 are the same. By the structure, the abutment wall body 2 is accurately aligned with the enlarged foundation 1, the direction stability when the abutment wall body is stressed is ensured, and the bearing capacity is high.

In the preferred scheme, a support frame 16 is detachably arranged on one side of the abutment cover plate 4, after the construction of the abutment cover plate 4 is completed, an abutment main beam 3 is poured on the upper portion of the abutment cover plate 4, and the abutment main beam 3 and the abutment cover plate 4 are supported and fixed through a support rod 17. The first section first layer of abutment apron 4 and abutment girder 3 is pour to support frame 16, treat to reach after the intensity, erection bracing pole 17, pour the first section second floor of abutment apron 4 and abutment girder 3, treat two-layer completion back, repeatedly pour to the direction of first supporting wall 201 along third supporting wall 203, at last utilize manhole 13 of abutment girder 3 to demolish internal support bar 17 and fill sand material 11, seal manhole 13, from this structure, so that abutment apron 4 and abutment girder 3 slope certain angle, the atress is better, it is more convenient to construct, it is higher to pour efficiency simultaneously.

In a preferable scheme, a plurality of first cooling holes 101 are formed in the blocks of the enlarged base 1 in a penetrating manner, the cooling unit 8 is detachably arranged in the first cooling holes 101 in a penetrating manner, a plurality of second cooling holes 102 are further formed in the enlarged base 1 in a penetrating manner, the direction of the second cooling holes 102 is perpendicular to that of the first cooling holes 101, and the central axis of the second cooling holes 102 is not in the same plane as that of the first cooling holes 101. From this structure to make and carry out stable cooling to enlarged foundation 1, set up the first cooling hole 101 of co-altitude and second cooling hole 102 cooling effect better, the radiating efficiency is higher.

In the preferred scheme, the concrete for pouring the post-cast strip 9 is micro-expansive concrete, the pouring interval time between the post-cast strip and the wall body of the ground anchor abutment adjacent to the post-cast strip is not shorter than 1 month, and the sand 11 filled in the wall body needs to meet the volume weight requirement required by the balance weight of the ground anchor abutment. With this structure, the strength of the whole body can be ensured and the generation of shrinkage joints can be reduced.

In a preferable scheme, the cooling unit 8 is pre-embedded before pouring, a release agent is uniformly coated on the surface of the cooling unit 8, the cooling unit 8 is taken out after pouring and maintenance are completed, the cooling unit 8 comprises a plurality of cooling pipes 18 which are arranged in parallel, the plurality of cooling pipes 18 keep the angle of the inclination angle alpha of the outer side wall consistent, the cooling pipes 18 comprise pipe bodies 1801, one side of each pipe body 1801 is provided with a first connecting platform 1802, the other side of each pipe body 1801 is provided with a second connecting platform 1813, the first connecting platform of the previous cooling pipe 18 is in threaded connection with the second connecting platform 1813 of the next cooling pipe 18, after cooling liquid is injected from an external circulating pump, a part of the cooling liquid circulates and conducts through a first channel 1807 which penetrates through the pipe bodies 1801, a part of the cooling liquid circulates and conducts through a plurality of second channels 1809 which are arranged on the heat conduction columns 1808 and returns to a cooling liquid tank from one side of the cooling pipe 18 at the tail end, and the first cavities 1805 and the second cavities 1810 at two sides of the heat conduction columns 1808 play a role in buffering and reducing speed for the cooling liquid, the flow stability is ensured, the diameter of the first through hole 1814 at the middle position of the first connecting platform 1802 is larger than that of the first channel 1807, the diameter of the second through hole 1815 at the middle position of the first through hole 1814 is larger than that of the first channel 1807, when the first connecting platform 1802 is connected with the second connecting platform 1813, the first positioning ball 1811 is aligned through the first scale groove 1806 on the first connecting platform 1802, the first positioning ball 1811 and the second positioning ball 1812 are respectively matched with the first groove 1803 and the second groove 1804, the consistency of the initial rotation position of each thread can be ensured, and therefore the consistency of the positions during fixing is ensured. The first positioning bead 1811 and the second positioning bead 1812 are oppositely arranged at the side close to 1813, the first groove 1803 and the second groove 1804 are oppositely arranged at the side close to 1802, one side of the first positioning bead 1811 and one side of the second positioning bead 1812 are provided with springs, the first positioning bead 1811 and the second positioning bead 1812 move along the direction close to the central axis of the pipe body 1801 after being pressed and elastically reset after the pressure is relieved, so that the 1809 is close to 1801, the heat conduction is carried out on the concrete hydration heat in the external condensation process more quickly, the 1809 and 1808 carry out the heat conduction simultaneously, the flow rate of 1808 is faster, the heat is taken away more quickly, the distance of the cooling liquid moving in the 1809 is longer, the heat absorption time is longer, therefore, the heat is conducted more from the enlarged base 1, the cooling liquid needs a certain time to be absorbed, and the heat in the cooling liquid in the flow rate 1808 can be quickly taken away, guaranteed even efficient heat dissipation, vice versa, when the concrete need keep warm, can also carry out heat-conduction to 1809 through 1808, after enlarging basis 1 and reaching intensity, because the 18 lateral walls of cooling tube set up the draft angle, can be convenient take cooling tube 18 out in expanding the basis, use the high efficiency.

In a preferable scheme, in the installation process of the cooling unit 8, an adapter 19 needs to be connected between two cooling pipes 18, the adapter 19 is used for guiding cooling water, the adapter 19 includes a body 1901, the body 1901 is in threaded connection with a first connecting platform 1802, meanwhile, one side of a boss 1902 is embedded in a first cavity 1805 of a previous cooling pipe 18 to perform initial mixing on cooling liquid in the first channel 1807, and then the cooling liquid is shunted through a third channel 1903 and a fourth channel 1904, when the adapter 19 is installed, the first scale groove 1806 is aligned through a second scale groove 1905, and it is ensured that each fourth channel 1904 corresponds to a second channel 1809 of the next cooling pipe 18.

The above-described embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and the scope of the present invention is defined by the claims, and equivalents including technical features described in the claims. I.e., equivalent alterations and modifications within the scope hereof, are also intended to be within the scope of the invention.